MONORAIL --- MONORAIL BEAM ANALYSIS
"MONORAIL" --- MONORAIL BEAM ANALYSISProgram Description:"MONORAIL" is a spreadsheet program written in MS-Excel for the purpose of analysis of either S-shape orW-shape underhung monorail beams analyzed as simple-spans with or without overhangs (cantilevers).Specifically, the x-axis and y-axis bending moments as well as any torsion effects are calculated. The actual andallowable stresses are determined, and the effect of lower flange bending is also addressed by two differentapproaches.This program is a workbook consisting of three (3) worksheets, described as follows:Worksheet NameDescriptionDocS-shaped Monorail BeamW-shaped Monorail BeamThis documentation sheetMonorail beam analysis for S-shaped beamsMonorail beam analysis for W-shaped beamsProgram Assumptions and Limitations:1. The following references were used in the development of this program:a. Fluor Enterprises, Inc. - Guideline 000.215.1257 - "Hoisting Facilities" (August 22, 2005)b. Dupont Engineering Design Standard: DB1X - "Design and Installation of Monorail Beams" (May 2000)c. American National Standards Institute (ANSI): MH27.1 - "Underhung Cranes and Monorail Syatems"d. American Institute of Steel Construction (AISC) 9th Edition Allowable Stress Design (ASD) Manual (1989)e. "Allowable Bending Stresses for Overhanging Monorails" - by N. Stephen Tanner AISC Engineering Journal (3rd Quarter, 1985)f. Crane Manufacturers Association of America, Inc. (CMAA) - Publication No. 74 "Specifications for Top Running & Under Running Single Girder Electric Traveling CranesUtilizing Under Running Trolley Hoist" (2004)g. "Design of Monorail Systems" - by Thomas H. Orihuela Jr., PE (www.pdhengineer.com)h. British Steel Code B.S. 449, pages 42-44 (1959)i. USS Steel Design Manual - Chapter 7 "Torsion" - by R. L. Brockenbrough and B.G. Johnston (1981)j. AISC Steel Design Guide Series No. 9 - "Torsional Analysis of Structural Steel Members" by Paul A. Seaburg, PhD, PE and Charlie J. Carter, PE (1997)k. "Technical Note: Torsion Analysis of Steel Sections" - by William E. Moore II and Keith M. Mueller AISC Engineering Journal (4th Quarter, 2002)2. The unbraced length for the overhang (cantilever) portion, 'Lbo', of an underhung monorail beam is often debated.The following are some recommendations from the references cited above:a. Fluor Guideline 000.215.1257: Lbo Lo L/2b. Dupont Standard DB1X: Lbo 3*Loc. ANSI Standard MH27.1: Lbo 2*Lod. British Steel Code B.S. 449: Lbo 2*Lo (for top flange of monorail beam restrained at support)British Steel Code B.S. 449: Lbo 3*Lo (for top flange of monorail beam unrestrained at support)e. AISC Eng. Journal Article by Tanner: Lbo Lo L (used with a computed value of 'Cbo' from article)3. This program also determines the calculated value of the bending coefficient, 'Cbo', for the overhang (cantilever)portion of the monorail beam from reference "e" in note #1 above. This is located off of the main calculation page.Note: if this computed value of 'Cbo' is used and input, then per this reference the total value of Lo L should beused for the unbraced length, 'Lbo', for the overhang portion of the monorail beam.4. This program ignores effects of axial compressive stress produced by any longitudinal (traction) force which isusually considered minimal for underhung, hand-operated monorail systems.5. This program contains “comment boxes” which contain a wide variety of information including explanations ofinput or output items, equations used, data tables, etc. (Note: presence of a “comment box” is denoted by a“red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the desired cell to viewthe contents of that particular "comment box".)
"MONORAIL.xls" ProgramVersion 1.6MONORAIL BEAM ANALYSISFor S-shaped Underhung Monorails Analyzed as Simple-Spans with / without OverhangPer AISC 9th Edition ASD Manual and CMAA Specification No. 74 (2004)Job Name:Subject:Job Number:Originator:Checker:Input:RL(min) -0.73Monorail Size:Select:Design Parameters:Beam Fy Beam Simple-Span, L Unbraced Length, Lb Bending Coef., Cb Overhang Length, Lo Unbraced Length, Lbo Bending Coef., Cbo Lifted Load, P Trolley Weight, Wt Hoist Weight, Wh Vert. Impact Factor, Vi Horz. Load Factor, HLF Total No. Wheels, Nw Wheel Spacing, S Distance on Flange, a RR(max) 9.13Lo 3L 17S12x50x 8.313S 00.100151040.75000.3750Results:Parameters and Coefficients:Pv 7.400 kipsPw 1.850 kips/wheelPh 0.600 kipsta 0.493 in.l 0.156Cxo -0.850Cx1 0.600Czo 0.165Cz1 1.948ksiS12x50ft.ft.Pv 7.4Nomenclatureft.ft.kipskipskips%%ft.A d tw bf tf k rt S12x50 Member Properties:14.60 in. 2d/Af 3.3212.000 in.Ix 303.000.687 in.Sx 50.605.480 in.Iy 15.600.659 in.Sy 5.691.438 in.J 2.7701.250 in.Cw 502.0in. 4in. 3in. 4in. 3in. 4in. 6in.Support Reactions: (with overhang)RR(max) 9.13 Pv*(L (Lo-S/2))/L w/1000/(2*L)*(L Lo) 2RL(min) -0.73 -Pv*(Lo-S/2)/L w/1000/(2*L)*(L 2-Lo 2)Pv P*(1 Vi/100) Wt Wh (vertical load)Pw Pv/Nw (load per trolley wheel)Ph HLF*P (horizontal load)ta tf-bf/24 a/6 (for S-shape)l 2*a/(bf-tw)Cxo -1.096 1.095*l 0.192*e (-6.0*l)Cx1 3.965-4.835*l-3.965*e (-2.675*l)Czo -0.981-1.479*l 1.120*e (1.322*l)Cz1 1.810-1.150*l 1.060*e (-7.70*l)Bending Moments for Simple-Span:x 8.313 ft.x 1/2*(L-S/2) (location of max. moments from left end of simple-span)Mx 31.88 ft-kipsMx (Pv/2)/(2*L)*(L-S/2) 2 w/1000*x/2*(L-x)My 2.44ft-kipsMy (Ph/2)/(2*L)*(L-S/2) 2Lateral Flange Bending Moment from Torsion for Simple-Span:(per USS Steel Design Manual, 1981)e 6.000 in.e d/2 (assume horiz. load taken at bot. flange)at 21.662at SQRT(E*Cw/(J*G)) , E 29000 ksi and G 11200 ksiMt 0.29ft-kipsMt Ph*e*at/(2*(d-tf))*TANH(L*12/(2*at))/12X-axis Stresses for Simple-Span:fbx 7.56ksiLb/rt 163.20Fbx 17.72 ksifbx Mx/SxLb/rt Lb*12/rtFbx 12000*Cb/(Lb*12*(d/Af)) 0.60*Fyfbx Fbx, O.K.(continued)2 of 77/22/2013 7:29 AM
"MONORAIL.xls" ProgramVersion 1.6Y-axis Stresses for Simple-Span:fby 5.14ksifwns 1.21ksifby(total) 6.35ksiFby 27.00 ksifby My/Syfwns Mt*12/(Sy/2) (warping normal stress)fby(total) fby fwnsFby 0.75*FyCombined Stress Ratio for Simple-Span:S.R. 0.662S.R. fbx/Fbx fby(total)/Fbyfby Fby, O.K.S.R. 1.0, O.K.Vertical Deflection for Simple-Span:Pv 6.500 kipsPv P Wh Wt (without vertical impact)D(max) 0.1412 in.D(max) Pv/2*(L-S)/2/(24*E*I)*(3*L 2-4*((L-S)/2) 2) 5*w/12000*L 4/(384*E*I)D(ratio) L/1445D(ratio) L*12/D(max)D(allow) 0.4533 in.D(allow) L*12/450Defl.(max) Defl.(allow), O.K.Bending Moments for Overhang:Mx 19.65 ft-kipsMy 1.58ft-kipsMx (Pv/2)*(Lo (Lo-S)) w/1000*Lo 2/2My (Ph/2)*(Lo (Lo-S))Lateral Flange Bending Moment from Torsion for Overhang:(per USS Steel Design Manual, 1981)e 6.000 in.e d/2 (assume horiz. load taken at bot. flange)at 21.662at SQRT(E*Cw/(J*G)) , E 29000 ksi and G 11200 ksiMt 0.57ft-kipsMt Ph*e*at/(d-tf)*TANH(Lo*12/at)/12X-axis Stresses for Overhang:fbx 4.66ksiLbo/rt 110.40Fbx 21.60 ksifbx Mx/SxLbo/rt Lbo*12/rtFbx 12000*Cbo/(Lbo*12*(d/Af)) 0.60*Fyfbx Fbx, O.K.Y-axis Stresses for Overhang:fby 3.32ksifwns 2.42ksifby(total) 5.74ksiFby 27.00 ksifby My/Syfwns Mt*12/(Sy/2) (warping normal stress)fby(total) fby fwnsFby 0.75*Fyfby Fby, O.K.Combined Stress Ratio for Overhang:S.R. 0.428S.R. fbx/Fbx fby(total)/FbyVertical Deflection for Overhang:Pv 6.500 kipsD(max) 0.0715 in.D(ratio) L/503D(allow) 0.0800 in.S.R. 1.0, O.K.(assuming full design load, Pv without impact, at end of overhang)Pv P Wh Wt (without vertical impact)D(max) Pv*Lo 2*(L Lo)/(3*E*I) w/12000*Lo*(4*Lo 2*L-L 3 3*Lo 3)/(24*E*I)D(ratio) Lo*12/D(max)D(allow) Lo*12/450Defl.(max) Defl.(allow), O.K.Bottom Flange Bending (simplified):be 7.908 in.Min. of: be 12*tf or S*12 (effective flange bending length)tf2 0.859 in.tf2 tf (bf/2-tw/2)/2*(1/6) (flange thk. at web based on 1:6 slope of flange)am 1.818 in.am (bf/2-tw/2)-(k-tf2) (where: k-tf2 radius of fillet)Mf 3.363 in.-kipsMf Pw*amSf 0.572 in. 3Sf be*tf 2/6fb 5.88ksifb Mf/SfFb 27.00 ksiFb 0.75*Fyfb Fb, O.K.(continued)3 of 77/22/2013 7:29 AM
"MONORAIL.xls" ProgramVersion 1.6Bottom Flange Bending per CMAA Specification No. 74 (2004):Local Flange Bending Stress @ Point 0:sxo sxo Cxo*Pw/ta 2-6.46ksiszo szo Czo*Pw/ta 21.25ksi(Note: torsion is neglected)(Sign convention: tension, - compression)S-shapeLocal Flange Bending Stress @ Point 1:sx1 sx1 Cx1*Pw/ta 24.56ksisz1 sz1 Cz1*Pw/ta 214.82 ksiTrolleyWheelLocal Flange Bending Stress @ Point 2:sx2 sx2 -sxo6.46ksisz2 sz2 -szo-1.25ksiPwPwResultant Biaxial Stress @ Point 0:sz 13.65 ksisx -4.85ksitxz 0.00ksisto 16.61 ksisz fbx fby 0.75*szosx 0.75*sxotxz 0 (assumed negligible)sto SQRT(sx 2 sz 2-sx*sz 3*txz 2) Fb 0.66*Fy 23.76 ksi, O.K.Resultant Biaxial Stress @ Point 1:sz 23.82 ksisx 3.42ksitxz 0.00ksist1 22.30 ksisz fbx fby 0.75*sz1sx 0.75*sx1txz 0 (assumed negligible)st1 SQRT(sx 2 sz 2-sx*sz 3*txz 2) Fb 0.66*Fy 23.76 ksi, O.K.Resultant Biaxial Stress @ Point 2:sz 11.76 ksisx 4.85ksitxz 0.00ksist2 10.24 ksisz fbx fby 0.75*sz2sx 0.75*sx2txz 0 (assumed negligible)st2 SQRT(sx 2 sz 2-sx*sz 3*txz 2) Fb 0.66*Fy 23.76 ksi, O.K.YtwXPwPwZtfPoint 2Point 0Point 1tabf/4tw/2bf4 of 77/22/2013 7:29 AM
"MONORAIL.xls" ProgramVersion 1.6MONORAIL BEAM ANALYSISFor W-shaped Underhung Monorails Analyzed as Simple-Spans with / without OverhangPer AISC 9th Edition ASD Manual and CMAA Specification No. 74 (2004)Job Name:Subject:Job Number:Originator:Checker:Input:RL(min) -0.73Monorail Size:Select:Design Parameters:Beam Fy Beam Simple-Span, L Unbraced Length, Lb Bending Coef., Cb Overhang Length, Lo Unbraced Length, Lbo Bending Coef., Cbo Lifted Load, P Trolley Weight, Wt Hoist Weight, Wh Vert. Impact Factor, Vi Horz. Load Factor, HLF Total No. Wheels, Nw Wheel Spacing, S Distance on Flange, a RR(max) 9.13Lo 3L 17W12x50x 8.313S 00.100151040.75000.3750Results:Parameters and Coefficients:Pv 7.400 kipsPw 1.850 kips/wheelPh 0.600 kipsta 0.640 in.l 0.097Cxo -1.903Cx1 0.535Czo 0.192Cz1 2.319ksiW12x50ft.ft.Pv 7.4Nomenclatureft.ft.kipskipskips%%ft.A d tw bf tf k rt W12x50 Member Properties:14.60 in. 2d/Af 2.3612.200 in.Ix 391.000.370 in.Sx 64.208.080 in.Iy 56.300.640 in.Sy 13.901.140 in.J 1.7102.170 in.Cw 1880.0in. 4in. 3in. 4in. 3in. 4in. 6in.Support Reactions: (with overhang)RR(max) 9.13 Pv*(L (Lo-S/2))/L w/1000/(2*L)*(L Lo) 2RL(min) -0.73 -Pv*(Lo-S/2)/L w/1000/(2*L)*(L 2-Lo 2)Pv P*(1 Vi/100) Wt Wh (vertical load)Pw Pv/Nw (load per trolley wheel)Ph HLF*P (horizontal load)ta tf (for W-shape)l 2*a/(bf-tw)Cxo -2.110 1.977*l 0.0076*e (6.53*l)Cx1 10.108-7.408*l-10.108*e (-1.364*l)Czo 0.050-0.580*l 0.148*e (3.015*l)Cz1 2.230-1.490*l 1.390*e (-18.33*l)Bending Moments for Simple-Span:x 8.313 ft.x 1/2*(L-S/2) (location of max. moments from left end of simple-span)Mx 31.88 ft-kipsMx (Pv/2)/(2*L)*(L-S/2) 2 w/1000*x/2*(L-x)My 2.44ft-kipsMy (Ph/2)/(2*L)*(L-S/2) 2Lateral Flange Bending Moment from Torsion for Simple-Span:(per USS Steel Design Manual, 1981)e 6.100 in.e d/2 (assume horiz. load taken at bot. flange)at 53.354at SQRT(E*Cw/(J*G)) , E 29000 ksi and G 11200 ksiMt 0.67ft-kipsMt Ph*e*at/(2*(d-tf))*TANH(L*12/(2*at))/12X-axis Stresses for Simple-Span:fbx 5.96ksiLb/rt 94.01Fbx 21.60 ksifbx Mx/SxLb/rt Lb*12/rtFbx 12000*Cb/(Lb*12*(d/Af)) 0.60*F
"MONORAIL.xls" Program Version 1.6 MONORAIL BEAM ANALYSIS For S-shaped Underhung Monorails Analyzed as Simple-Spans with / without Overhang Per AISC 9th Edition ASD Man
practices and performance testing criteria for crane and monorail equipment. It was developed by MHI, along with the Monorail Manufacturers Association ("MMA"), one of its Industry Groups, and is intended to provide useful information and guidance for owners, users, designers, purchasers or specifiers of crane or monorail equipment.
BC1 Page 41 BEAM CLAMP BD1 Page 41 BEAM CLAMP BF1 Page 42 BEAM CLAMP BG1 Page 42 BEAM CLAMP BH1 Page 42 BEAM CLAMP BF2 Page 42 BEAM CLAMP BG2 Page 42 BEAM CLAMP BL FLANGE CLAMP Page 43 GRATE FIX Page 44 BEAM CLAMP GRATING CLIP Page 45 BEAM CLAMP FLOORFIX HT Page 46 FLOORFIX Page
improvement is the monorail, which serves as a single rail track to transport cargo or passengers. In most cases, the monorail drives around suspension, but can also drive at ground level or tunnels. The aim of this work is the analysis of the optimisation design and technical feasibility of the traction and fixing systems of the monorail.
standard duty lifting beam. i-beam design w/flame cut bail . page 9-10. hllb. load leveling beam. page 22-23. hdcrb. dual crane rotating beam. page 28. hsdlb. standard duty lifting beam. i-beam design w/pin bail . page 11. htplb. three point lifting beam. page 24. hbslb. basket sling lifting beam. page 12-14. hfplb. four .
Abstract: This paper studies on optimization design of monorail brake spring, through establishing the mathematical model for optimization design of spring, MATLAB optimization toolbox is used . The monorail crane locomotive in coal production equipped with a braking device. This article introduces the three poles clamp hydraulic brake .
Monorail's Steady Development Progress has paralleled that of Light Rail Transit Straddle monorail's steady development started with a test track in Europe and the first Disneyland Monorail in the 1950s, the initial urban systems in Japan starting in the 1960s with the Haneda Tokyo Airport line, and Walt Disney World in the 1970s.
information regarding personal fall arrest systems. The Ceiling-Mounted Monorail Anchor Track System meets or exceeds the requirements set forth in OSHA 1910, OSHA 1926, and ANSI Z359. REQUIRED TRAINING The Ceiling-Mounted Monorail Anchor Track System is intended to be used by people who are trained in its correct application and use.
when using chords in your riffs and solos. mattwarnockguitar.com 14 After working this line in a few keys, experiment by adding bends to other chords in your vocabulary. Audio Example 14 The last line uses A7#9 chord shapes to create tension in this Stevie Ray Vaughan style line. Remember, you can use 7#9 chords anywhere in a blues, though they fit most naturally on the V7 chord. If you use .
