CE 591 Advanced Structural Steel Design. Fall 2013 Lecture 7: Plate Girders; Design Rules of Thumb Flange-to-web weld Design Aids Design Example
|
|
|
- Dylan Collins
- 7 years ago
- Views:
Transcription
1 CE 591 Advanced Structural Steel Design Fall 013 Lecture 7: Plate Girders; Design Rules of Thumb Flange-to-web weld Design Aids Design Example
2 Proportioning the Section Goals Satisfy limit states Strength Serviceability Minimum cost assume cost proportional to weight of steel but remember that least-weight may not provide the most cost effective design!
3 Rules of Thumb Span-Depth Ratio Salmon & Johnson, Steel Structures, 4 th ed. L d 10 to 1 b f Rules of Thumb, MSC 000 L d 15 d L
4 Modern Steel Construction, 000
5 Design It Like You Are Going to Build It Karl Frank 013 NASCC Educator Session: Bridge Design for the Classroom media.aisc.org/nascc013/es1.mp4 Recommendations for composite plate girders for bridges
6 Design It Like You Are Going to Build It Karl Frank 013 NASCC Educator Session: Bridge Design for the Classroom media.aisc.org/nascc013/es1.mp4 Recommendations for composite plate girders for bridges
7 AASHTO Cross Sectional Limits Similar to AISC eq. F13- Not stable if outside limit
8 Rules of Thumb Flange Width b f bf d 0. to 0.3 d deep section shallow section
9 Optimum Depth (another option) Based on minimizing weight (i.e. gross cross-sectional area), supposing no depth restriction f is average stress on flange (i.e. F cr ) b w is an assumed constant h/t b w of 30 for optimum proportion A36 C 1 is a factor to account for reducing flange size at regions of lower moment C is factor to account for reducing web thickness at regions of reduced shear
10 Optimum Depth, cont d h 3 f 3MC (3C 1 bw C 1 ) Suppose C 1 = C = 1 (i.e. no section reduction in regions of lower stress) h 3 3M bw f
11 Rules of Thumb Flange Area b f A f M u /f d h A w C A f M fh A 6 w T Average stress on flange S x / h
12 Rules of Thumb Plate dimensions Plate widths increments Stiffener spacing 3 multiples
13 Rules of Thumb Plate thickness Increments (inches) Range (inches) 1/16 t 9/16 1/8 5/8 t 1-1/ 1/4 t > 1-1/
14 Rules of Thumb Flange Plates, p. 1 Based on minimum volume (weight) and A f equation used earlier L/ M max L Groove weld A f 1 1 A f A f1 A f
15 Rules of Thumb Flange Plates, p. L/3 L Groove weld M max A f A f A f1 A f Unless save lbs of material, added cost of weld makes flange plate transition uneconomical (Salmon et al., Steel Structures, 5 th ed.)
16 Other flange plate recommendations If concerned about LTB, keep b f /t f at about the l p value in maximum moment regions Could then reduce flange thickness in low moment regions (reduce thickness instead of width) No LTB? Reduce width if desired slight advantage in fatigue strength Transition slope should be less than 1 in -1/ for either width or thickness change 1 in 4 to 1 in 1 recommended for change in width
17 013 NASCC Educator Session: Bridge Design for the Classroom media.aisc.org/nascc013/es1.mp4
18 Weld of flange to web Must provide for factored horizontal shear flow X X shear Vu Q flow Ix (kips/in) 1 st moment of area of flange about neutral axis
19 Weld of flange to web, p. X X DOTs typically require SAW for these welds more thermally efficient More uniform weld cross section and strength no stops/starts and other irregularities that concentrate stress SMAW uses stick electrodes of limited length and diameter
20
21 Rules of Thumb Web Reasonable range for web stress f V A n w 1 to16 ksi < 9 ksi? May be able to use thinner web Practical minimum web thickness (t w ) 5/16
22 Design Aids Shear, Stiffeners Tables 3-16a, 3-17a (without TFA) 36 ksi and 50 ksi steel Starting on AISC Manual p Tables 3-16b, 3-17b (with TFA) f v V n /A w graphed as a function of h/t w and a/h NOTE: here, A w = d t w (AISC G)
23 ---- means exceeded practical limit on stiffener spacing a h 60 h tw a/h > 3.0 k v = 5.0
24 Corresponds approximately to limit for vertical flange buckling
25 Plate Girder Design Example Consider a simply supported plate girder that carries the factored uniform load and two concentrated loads as shown. Design a doubly symmetric, non-hybrid girder with A36 steel. Assume that lateral support is provided at the ends and at the concentrated loads. 1.D + 1.6L load combination controls. Factored loads shown. L/360 deflection limit (total service load). 150 k 150 k 5 k/ft A B C D 4' 4' 4' 330 k Lateral Support Lateral Support
26 Design Example, p. 150 k 150 k 5 k/ft A B C D 4' 4' 4' Lateral Support Shear (kip) Moment (ft-kip) 330 k
27 Design Example, p. 3a Sizing the Section, try Rule of Thumb L d 10 to1 (7 ft)(1in 1 / ft) 7 in Try h = 7 Try t w = 5/16 h tw 7" 5/16" 30
28 Design Example, p. 3b Sizing the Section, try formula for h h 3 3M f b w 3 3( M u R / pg f F ) cr b w h 3 3(6840kipft / 0.9)(1in / (1.0)(36ksi) ft)(30) 107in
29 Design Example, p. 3c Try h = 107 Try t w = 5/16 h tw 107" 5/16" 34 AISC F13. for a/h 1.5 h tw max a/h > 1.5 limit will be even smaller Also, web substantially heavier than for h=7 with practical minimum web thickness So, try h= ksi 36ksi 341
30 Design Example, p. 4 Slender Web? 5.70 E F lr lr y Table B4.1b (Case 15) Check shear stress (recommended) h tw 30 lr 9000ksi 36ksi fv A n w 1 to16 ksi V A u w 330kips (7")( 5 ")
31 Design Example, p. 5 Double check AISC Limitations, h/t w = 30 h t w E a 1.0 for 1.5 F h yf (F13-3) 9000ksi ksi h t w 0.40E Fy 341 for a h 1.5 (F13-4) 0.40(9000ksi) 36ksi 3 OK, Limitations satisfied
32 Design Example, p. 6 Estimate Flange Size A f M fh A 6 w M f R b PG u F cr h A 6 w Assume R PG = 1.0, F cr = F y A f 6840 ft kip(1in / ft) (0.9)(1.0)(36ksi)(7") 7"(5/16") in
33 Design Example, p. 7 Possible flange dimensions t f (in) b f (in) A f (in ) b f /t f b f tf Use FLB compactness limit to help choose size (optional) Table B4.1b l p E F 36 yf Flange width rule b f d 6" (7" (1.5")) 0.34 of thumb > 0.3
34 Design Example, p. 8a LTB Flexural Capacity; L b = 4 ft b (6 )(1.5) (1)( ) 3 f =6 r t 7. 1in 5 t (6)(1.5) (1)( ) f = t w =5/16 h c /6 =7 /6 =1 L 1. 1r p (F4-7) t E F y 9000ksi Lp 1.1(7.1in) in ft 36ksi L r r (F5-5) t E 0.7F 9000ksi Lr ( 7.1in) 757in ft 0.7(36ksi) y
35 150 k 150 k 5 k/ft Design Example, p. 8b L p = 18.5 ft < L b = 4 ft < L r = 63.1 ft F cr L L L L b p Shear Cb[ Fy (0.3Fy)( )] (kip) r p ~5% difference in M u within L b assume constant moment Moment (ft-kip) A B C D 4' 4' 4' 330 k F y (F5-3) Fcr ( 1.0)[36 (0.3(36))( )] 36ksi Fcr 34. 5ksi Lateral Support 330
36 Design Example, p. 9 Calculate Section Modulus, etc S x 1 5 ( in )(7 3 3 ) 7 (6)(1.5)( 7 ( 1.5 ) 1.5) 1 ( 1 )(6)(1.5 3 ) 5/16 7 hctw (7")(5/16") aw a w bfctc (6")(1.5") (F4-1) <10 OK
37 Design Example, p. 10 Calculate Flexural Capacity R pg 1 aw hc E ( 5.7 ) a t F w w y (F5-6) " 9000ksi 1 ( 5.7 ) (0.69) 5/16" 36ksi 0.97 fm f S R F (F5-) and AISC F1 n b xc pg cr 3 0.9(60in )(0.97)(34.5ksi) 78368kip in 6531kip ft < M u = 6840 kip-ft N.G.
38 Design Example, p. 11 TRY 8 x 1.5 flange Recalculate properties: Af 4 in r t 7. 74in b t f f 8" (1.5") Lp 0.1 ft Lb 4 Lr Fcr 35. 8ksi 3 S x 385in a w 9.33 lp 10.8 compact wrt FLB ft 5/16 7
39 Design Example, p. 1 Recalculate Flexural Capacity, cont d. R pg " 9000ksi 1 ( 5.7 ) (0.535) 5/16" 36ksi fm n f S b xc R 0.9(385in 3 pg F )(0.973)(35.8ksi) 10985kip in 858kip ft cr
40 Design Example, p. 13 Check against M u including self-weight Area 5 (8in)(1.5in) (7in)( in) 106in in Weight (490pcf ) 361lb / ft in 144 ft 361lb / ft (7 ft) 1000lbs / kip 6840kip ft kip 8 M u fm n M u flexural capacity of section is adequate ft < 858 kip-ft
41 Design Example, p. 14 Check Deflection Limits Estimate service loads 150 k 150 k 5 k/ft w w P u Shear (kip) service service Moment a A 4' B 4' C 4' D 330 k / k ft /1.5 P u 1.(0.361k / ft) 3.6k / ft 5.43k / ft / kips / kips Lateral Support 330
42 Design Example, p. 15 Deflection limits, cont d. I x 1 1 7" 1.5" ( )(8")(1.5" ) ()(8")(1.5")( ) ( ")(7" ) 13,183in wserviceL 384EI 4 Pservicea 4EI (3L 4a 100kips(4 ft)(178in 3/ ft 3) (3(7 4(9,000ksi)(13,183in 4) ) ft 4 5(3.6k / ft)(7 ft )(178in 3 / ft 384(9,000ksi)(13,183in 4) ) 4(4 ft )) in 3 ) max L ft(1in 360 / ft).40in > 1.5 in OK
43 Shear (kip) Moment (ft-kip) Design Example, p k 150 k 5 k/ft Low shear demand Region BC h 30 A B C D Lateral 4' 4' 4' Support 60 C 330 k h t w v kve 5.0(9000ksi) F 36ksi yw k ve h ( ) Fy t w 330 t w 1.51(5)(9000ksi) (30 )(36ksi) (G-5) 60 is limit for unstiffened girders (F13.); stiffeners not required unless needed for capacity 0.1
44 Design Example, p. 17 Shear Capacity Region BC fvn 0.9(0.6 Aw FyCv ) 5 0.9(0.6)(75")( ")(36 ksi)(0.1) 54.6kips 16 a h 60 h tw a 1.8h 1.8(7") " (G-1) and AISC G1 <V u = 60 kips w/o self-weight N.G. a = 90 a/h=1.5
45 Design Example, p. 18 Shear Capacity Region BC k v k 5 8. ( a / h) (1.5) v kve 8.(9000ksi) h F 36ksi t y w 30 C v (G-5) 1.51k ve h ( ) F t w yw 1.51(8.)(9000ksi) (30 )(36ksi) 0.19
46 Design Example, p. 19 Shear Capacity Region BC fv n 0.9(0.6A w F y )( C v C v 1 ( a / h) ) (G3-) (0.6)(75")( ")(36 ksi)(0.19 ) kips >>V u = 60 kips OK By inspection, adequate for V u including self-weight 4 ft(1in / ft) 90in / panel 3. panels 4 ft(1in / ft) a 7" a 7in; spaces h 7" Small adjustment needed later since a is clear distance between stiffeners
47 Design Example, p k 150 k 5 k/ft Shear Capacity Regions AB and CD Shear (kip) Moment (ft-kip) A B C D 4' 4' 4' 330 k Lateral Support 330 Design End Panels first NO TFA Permitted 361lb / ft (7 ft) 1000lbs / kip V u kips kips 6840 Required Stress 346kips (75")(5 /16") 14.8 ksi
48 Design Example, p. 1 Shear Capacity, End Panels Use Table 3-16a (No TFA) for estimate Will need a/h < 0.5 fvn Vu 346kips Requires: C v >0.791 k v > 34.4 a/h < 0.41 a < 9.5
49 Design Example, p. Shear Capacity, End Panel k v Try a = 7 ; a/h = ( a / h) (0.375) kve 40.6(9000ksi) h Fy 36ksi tw 1.10 kve 40.6(9000ksi) h F 36ksi t y 1.10 kve Fy 1.10 (40.6)(9000ksi) (36ksi) Cv 0.86 h tw 30 5 Vn 0.9(0.6 Aw FyCv ) 0.9(0.6)(75")( ")(36 ksi)(0.86) 39 kips 16 OK w
50 Design Example, p k 150 k 5 k/ft Shear Capacity Regions AB and CD Shear (kip) Moment (ft-kip) A B C D Lateral After End Panels 4' 4' 4' Support TFA Permitted? 330 k ~7 Aw ( Afc A ft ) (7")(5 16") (8")(1.5") h b fc h b ft 330 7" 8" Check AISC G3.1 (a) and (b) satisfied; (c) and (d)?? <.5 TFA OK! < 6.0 TFA OK!
51 Design Example, p k 150 k 5 k/ft Shear Capacity Regions AB and CD Shear (kip) Moment (ft-kip) A B C D 4' 4' 4' 330 k ~ Lateral Support 330 After End Panels TFA Permitted V u 334kips Including self-weight Required Stress kips (75")(5 /16") 14. ksi
52 Design Example, p. 5 Shear Capacity, after End Panels Use Table 3-16b (with TFA) for estimate Based on required stress, try a/h = 0.80?
53 Design Example, p. 6 Shear Capacity, after End Panel, with TFA 5 5 k v 5 ( a / h) (0.78) Try a = 56 ; a/h = kve 13.(9000ksi) h F 36ksi t y 1.51k ve 1.51(13.)(9000ksi) Cv h ( ) F (30 )(36ksi) y tw 1 Cv Vn 0.9(0.6 Aw Fy )( Cv ) ( a/ h) 5 w (0.6)(75)( )(36)(0.304 ) 356kips >334 kips OK
54 Design Example, p k 150 k 5 k/ft Shear Capacity Regions AB and CD Shear (kip) 7 Moment (ft-kip) A B C D 4' 4' 4' 330 k Lateral Support 330 After first panels; TFA permitted V u 309kips Including self-weight Required Stress kips (75")(5 /16") 13. ksi Based on Table 3-16b, repeat a/h= 0.78
55 Design Example, p. 8 7 Repeat process for next panel(s); determine stiffener layout (another layout might be more efficient) C L sym Note: a dimension used for stiffener spacing; therefore, actual a (clear distance) will be smaller (May also modify to get multiples of 3 for spacing)
56 Design Example, p.9 Size flange-to-web weld Q A f h t f ( ) 7" 1.5" 8"(1.5")( ) 1544in 3 X X shearflow VuQ I x 346kips(1544in 4 13,183in 3 ) 4.34kips / in
57 Design Example, p. 30 Flange-to-web welds, cont d AISC Table J.4 minimum size 3/16 fillet for 5/16 plate (thinner part joined) Assume Submerged Arc Weld (SAW) Try w=1/4 Use matching weld electrode, 70ksi X X
58 Design Example, p. 31 Flange-to-web weld, cont d. fr Weld Metal (AISC J) n f( 0.6FEXX ) Aw 0.75()(0.6)(70ksi) (0.5") 11.1kips / in Base Metal Shear Yield (AISC J4.) fr n f( 0.6F ) A 1.0(0.6)(36ksi)(0.315") y g 6.75kips / in Base Metal Shear Rupture (AISC J4.) fr n f( 0.6F ) A 0.75(0.6)(58ksi)(0.315") 8.kips / in u nv CONTROLS >4.34 kips/in OK
59 Design Example, p. 3 Intermediate Transverse Stiffeners Assume single-plate A36 stiffeners Design stiffener between end panel and first panel with TFA End panel a/h = 0.375; adjacent panel (TFA) a/h = 0.78
60 Design Example, p.33 bst 8" 5 16" 13.8" Try b st = 8 b t 8" t tst st st " E F yst (G3-3) b st 5/16 7 Try t st = 9/16
61 Design Example, p. 34 Intermediate Transverse Stiffeners, cont d. (adequate stiffness for web buckling; AISC G.) End panel a/h = 0.375; adjacent panel (TFA) a/h = 0.78 j ( a / h) I st bt 3 w j ( 7")( ") (15.7) 1.9in for adjacent panel a/h = 0.78, I st = 3.61 in 4 Check 8 x 9/16 Ist 0.565"(8") in 4 OK
62 Design Example, p. 35 I Intermediate Transverse Stiffeners, cont d. I st Adequate stiffness for TFA I h st Vu Vc 1 ( Ist Ist1) Vc V st Fyw E Ist 1.9 ( ) in 8.6in OK 1 c1 (G3-4) st 9. 4in 9000 (G3-5) Check other stiffeners
63 Design Example, p. 36 Size welds for stiffeners f nv 0.045h F 3 yw E 0.045(7") 3 36ksi 9000ksi 4.1kips / in Try minimum weld size for 5/16 plate (thinner plate) AISC Table J.4 w=3/16 Assume SMAW Use matching electrode, 70 ksi
64 Design Example, p. 37 Stiffener welds, cont d. fr n Weld Metal (AISC J) f( 0.6F ) A 0.75()(0.6)(70ksi)(0.707)(0.1875") EXX w 8.35kips / in Base Metal Shear Yield (AISC J4.) fr n fr n f( 0.6F ) A 1.0(0.6)(36ksi)(0.565") 1.kips / in y g Base Metal Shear Rupture (AISC J4.) or f( 0.6F ) A 0.75(0.6)(58ksi)(0.565") 14.7kips / in fr n u nv CONTROLS f( 0.6F ) A 0.75(0.6)(58)()(0.1875") 9.79kips / in u nv >4.1 kips/in OK
65 Design Example, p. 38 Stiffener welds, cont d. 3/16 Use nominal weld size (Table J.4) to connect to compression flange (to prevent uplift of flange single stiffener) 3/16 4t 6t w w 5 4( ") ( ") " 1.88" USE 1.5
66 Design Example, p. 39 Bearing Stiffeners Typically make full depth; check capacity of intermediate transverse stiffeners for BEARING Check LWY, LWC, etc. (given bearing length of support) Design bearing stiffener as needed
67 Design Example, p. 40 Bearing Stiffeners Will design / check for homework Use pairs of stiffeners (as shown to left) Use full depth
Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar
Problem 1 Design a hand operated overhead crane, which is provided in a shed, whose details are: Capacity of crane = 50 kn Longitudinal spacing of column = 6m Center to center distance of gantry girder
Design Parameters for Steel Special Moment Frame Connections
SEAOC 2011 CONVENTION PROCEEDINGS Design Parameters for Steel Special Moment Frame Connections Scott M. Adan, Ph.D., S.E., SECB, Chair SEAONC Structural Steel Subcommittee Principal Adan Engineering Oakland,
Structural welding is a process by which the parts that are to be connected are heated and
CHAPTER 6. WELDED CONNECTIONS 6.1 INTRODUCTORY CONCEPTS Structural welding is a process by which the parts that are to be connected are heated and fused, with supplementary molten metal at the joint. A
Optimising plate girder design
Optimising plate girder design NSCC29 R. Abspoel 1 1 Division of structural engineering, Delft University of Technology, Delft, The Netherlands ABSTRACT: In the design of steel plate girders a high degree
A transverse strip of the deck is assumed to support the truck axle loads. Shear and fatigue of the reinforcement need not be investigated.
Design Step 4 Design Step 4.1 DECK SLAB DESIGN In addition to designing the deck for dead and live loads at the strength limit state, the AASHTO-LRFD specifications require checking the deck for vehicular
Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar. Fig. 7.21 some of the trusses that are used in steel bridges
7.7 Truss bridges Fig. 7.21 some of the trusses that are used in steel bridges Truss Girders, lattice girders or open web girders are efficient and economical structural systems, since the members experience
III. Compression Members. Design of Steel Structures. Introduction. Compression Members (cont.)
ENCE 455 Design of Steel Structures III. Compression Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University it of Maryland Compression Members Following subjects are covered:
APPENDIX H DESIGN CRITERIA FOR NCHRP 12-79 PROJECT NEW BRIDGE DESIGNS
APPENDIX H DESIGN CRITERIA FOR NCHRP 12-79 PROJECT NEW BRIDGE DESIGNS This appendix summarizes the criteria applied for the design of new hypothetical bridges considered in NCHRP 12-79 s Task 7 parametric
Steel joists and joist girders are
THE STEEL CONFERENCE Hints on Using Joists Efficiently By Tim Holtermann, S.E., P.E.; Drew Potts, P.E.; Bob Sellers, P.E.; and Walt Worthley, P.E. Proper coordination between structural engineers and joist
CE591 Fall 2013 Lecture 26: Moment Connections
CE591 Fall 2013 Lecture 26: Moment Connections Explain basic design procedure for moment (FR) connections Explain considerations for connections in momentresisting frames for seismic demands Describe problems
Compression Members: Structural elements that are subjected to axial compressive forces
CHAPTER 3. COMPRESSION MEMBER DESIGN 3.1 INTRODUCTORY CONCEPTS Compression Members: Structural elements that are subjected to axial compressive forces onl are called columns. Columns are subjected to axial
SLAB DESIGN EXAMPLE. Deck Design (AASHTO LRFD 9.7.1) TYPICAL SECTION. County: Any Hwy: Any Design: BRG Date: 7/2010
County: Any Hwy: Any Design: BRG Date: 7/2010 SLAB DESIGN EXAMPLE Design example is in accordance with the AASHTO LRFD Bridge Design Specifications, 5th Ed. (2010) as prescribed by TxDOT Bridge Design
Design of reinforced concrete columns. Type of columns. Failure of reinforced concrete columns. Short column. Long column
Design of reinforced concrete columns Type of columns Failure of reinforced concrete columns Short column Column fails in concrete crushed and bursting. Outward pressure break horizontal ties and bend
Basics of Reinforced Concrete Design
Basics of Reinforced Concrete Design Presented by: Ronald Thornton, P.E. Define several terms related to reinforced concrete design Learn the basic theory behind structural analysis and reinforced concrete
Steel Design Report. Governing Criteria Stress Ratio
Steel Design Report Element: Untitled2 () Company: Description: User: Date: 01:06 PM Software: Digital Canal Steel Design 4.0 GENERAL INFORMATION Description Value Description Value Run Mode Design Mode
International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL
PROJECT International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL EXP. 11/30/2014 STRUCTURAL CALCULATIONS July 24, 2014 BOWMAN, BARRETT & ASSOCIATES INC. CONSULTING ENGINEERS 312.228.0100
MECHANICS OF SOLIDS - BEAMS TUTORIAL 1 STRESSES IN BEAMS DUE TO BENDING. On completion of this tutorial you should be able to do the following.
MECHANICS OF SOLIDS - BEAMS TUTOIAL 1 STESSES IN BEAMS DUE TO BENDING This is the first tutorial on bending of beams designed for anyone wishing to study it at a fairly advanced level. You should judge
FOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples
FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 14-1 Load Path and Transfer to
Thank you for joining our live webinar today. We will begin shortly. Please standby. Thank you. Need Help? Call ReadyTalk Support: 800.843.
Thank you for joining our live webinar today. We will begin shortly. Please standby. Thank you. Need Help? Call ReadyTalk Support: 800.843.9166 Today s audio will be broadcast through the internet. Alternatively,
TABLE OF CONTENTS. Roof Decks 172 B, BA, BV Deck N, NA Deck. Form Decks 174.6 FD,.6 FDV Deck 1.0 FD, 1.0 FDV Deck 1.5 FD Deck 2.0 FD Deck 3.
Pages identified with the NMBS Logo as shown above, have been produced by NMBS to assist specifiers and consumers in the application of New Millennium Building Systems Deck products. Pages identified with
Canadian Standards Association
S6S1-10 10.10.2.2 Laterally supported members When continuous lateral support is provided to the compression flange of a member subjected to bending about its major axis, the factored moment resistance,
[TECHNICAL REPORT I:]
![[TECHNICAL REPORT I:]](/thumbs/26/8259375.jpg "[TECHNICAL REPORT I:]")
[Helios Plaza] Houston, Texas Structural Option Adviser: Dr. Linda Hanagan [TECHNICAL REPORT I:] Structural Concepts & Existing Conditions Table of Contents Executive Summary... 2 Introduction... 3 Structural
FOOTING DESIGN EXAMPLE
County: Any Design: BRG Date: 10/007 Hwy: Any Ck Dsn: BRG Date: 10/007 FOOTING DESIGN EXAMPLE Design: Based on AASHTO LRFD 007 Specifications, TxDOT LRFD Bridge Design Manual, and TxDOT Project 0-4371
INTRODUCTION TO BEAMS
CHAPTER Structural Steel Design LRFD Method INTRODUCTION TO BEAMS Third Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural Steel Design and Analysis
Field Welding Inspection Guide
Field Welding Inspection Guide Assistance in interpretation of any specification or questions concerning field welding issues can be obtained from the Office of Materials Management, Structural Welding
Overhang Bracket Loading. Deck Issues: Design Perspective
Deck Issues: Design Perspective Overhang Bracket Loading Deck overhangs and screed rails are generally supported on cantilever brackets during the deck pour These brackets produce an overturning couple
SLAB DESIGN. Introduction ACI318 Code provides two design procedures for slab systems:
Reading Assignment SLAB DESIGN Chapter 9 of Text and, Chapter 13 of ACI318-02 Introduction ACI318 Code provides two design procedures for slab systems: 13.6.1 Direct Design Method (DDM) For slab systems
Optimum proportions for the design of suspension bridge
Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering
ETABS. Integrated Building Design Software. Composite Floor Frame Design Manual. Computers and Structures, Inc. Berkeley, California, USA
ETABS Integrated Building Design Software Composite Floor Frame Design Manual Computers and Structures, Inc. Berkeley, California, USA Version 8 January 2002 Copyright The computer program ETABS and all
Chapter 8. Flexural Analysis of T-Beams
Chapter 8. Flexural Analysis of T-s 8.1. Reading Assignments Text Chapter 3.7; ACI 318, Section 8.10. 8.2. Occurrence and Configuration of T-s Common construction type.- used in conjunction with either
MATERIALS AND MECHANICS OF BENDING
HAPTER Reinforced oncrete Design Fifth Edition MATERIALS AND MEHANIS OF BENDING A. J. lark School of Engineering Department of ivil and Environmental Engineering Part I oncrete Design and Analysis b FALL
Introduction to Beam. Area Moments of Inertia, Deflection, and Volumes of Beams
Introduction to Beam Theory Area Moments of Inertia, Deflection, and Volumes of Beams Horizontal structural member used to support horizontal loads such as floors, roofs, and decks. Types of beam loads
SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED
SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED NOTE: MOMENT DIAGRAM CONVENTION In PT design, it is preferable to draw moment diagrams
STEEL BUILDINGS IN EUROPE. Multi-Storey Steel Buildings Part 10: Guidance to developers of software for the design of composite beams
STEEL BUILDINGS IN EUROPE Multi-Storey Steel Buildings Part 10: Guidance to developers of software for the design of Multi-Storey Steel Buildings Part 10: Guidance to developers of software for the design
LOAD TESTING FOR BRIDGE RATING: DEAN S MILL OVER HANNACROIS CREEK
REPORT FHWA/NY/SR-06/147 LOAD TESTING FOR BRIDGE RATING: DEAN S MILL OVER HANNACROIS CREEK OSMAN HAG-ELSAFI JONATHAN KUNIN SPECIAL REPORT 147 TRANSPORTATION RESEARCH AND DEVELOPMENT BUREAU New York State
16. Beam-and-Slab Design
ENDP311 Structural Concrete Design 16. Beam-and-Slab Design Beam-and-Slab System How does the slab work? L- beams and T- beams Holding beam and slab together University of Western Australia School of Civil
New approaches in Eurocode 3 efficient global structural design
New approaches in Eurocode 3 efficient global structural design Part 1: 3D model based analysis using general beam-column FEM Ferenc Papp* and József Szalai ** * Associate Professor, Department of Structural
CHAPTER J DESIGN OF CONNECTIONS
J-1 CHAPTER J DESIGN OF CONNECTIONS INTRODUCTION Chapter J of the addresses the design and heking of onnetions. The hapter s primary fous is the design of welded and bolted onnetions. Design requirements
Lecture 8 Bending & Shear Stresses on Beams
Lecture 8 Bending & hear tresses on Beams Beams are almost always designed on the asis of ending stress and, to a lesser degree, shear stress. Each of these stresses will e discussed in detail as follows.
Section 5A: Guide to Designing with AAC
Section 5A: Guide to Designing with AAC 5A.1 Introduction... 3 5A.3 Hebel Reinforced AAC Panels... 4 5A.4 Hebel AAC Panel Design Properties... 6 5A.5 Hebel AAC Floor and Roof Panel Spans... 6 5A.6 Deflection...
STANDARD SPECIFICATIONS
American National Standard SJI-K 1.1 STANDARD FOR OPEN WEB STEEL JOISTS, K-SERIES SECTION 1. SCOPE Adopted by the Steel Joist Institute November 4, 1985 Revised to November 10, 2003 - Effective March 01,
Reinforced Concrete Slab Design Using the Empirical Method
Reinforced Concrete Slab Design Using the Empirical Method BridgeSight Solutions for the AASHTO LRFD Bridge Design Specifications BridgeSight Software TM Creators of effective and reliable solutions for
System. Stability. Security. Integrity. 150 Helical Anchor
Model 150 HELICAL ANCHOR System PN #MBHAT Stability. Security. Integrity. 150 Helical Anchor System About Foundation Supportworks is a network of the most experienced and knowledgeable foundation repair
Site Summit Tower Foundation Report
Site Summit Tower Foundation Report For: Blaine Sears Project Manager, PTC, Telecom By: Andrew P. Adams, PE Consulting Engineer Date Prepared: 7/17/15 July 17, 2015 Blaine Sears Project Manager, PTC, Telecom
CE591 Lecture 8: Shear Walls
CE591 Lecture 8: Shear Walls Introduction History, examples Benefits Disadvantages Plate Girder Analogy Behavior of Special Plate Shear Walls (SPSW) Design of SPSW Important considerations Special Plate
Stresses in Beam (Basic Topics)
Chapter 5 Stresses in Beam (Basic Topics) 5.1 Introduction Beam : loads acting transversely to the longitudinal axis the loads create shear forces and bending moments, stresses and strains due to V and
Detailing of Reinforcment in Concrete Structures
Chapter 8 Detailing of Reinforcment in Concrete Structures 8.1 Scope Provisions of Sec. 8.1 and 8.2 of Chapter 8 shall apply for detailing of reinforcement in reinforced concrete members, in general. For
Section 16: Neutral Axis and Parallel Axis Theorem 16-1
Section 16: Neutral Axis and Parallel Axis Theorem 16-1 Geometry of deformation We will consider the deformation of an ideal, isotropic prismatic beam the cross section is symmetric about y-axis All parts
Performance of Existing Reinforced Concrete Columns under Bidirectional Shear & Axial Loading
Performance of Existing Reinforced Concrete Columns under Bidirectional Shear & Axial Loading Laura M. Flores University of California, San Diego REU Institution: University of California, Berkeley REU
1997 Uniform Administrative Code Amendment for Earthen Material and Straw Bale Structures Tucson/Pima County, Arizona
for Earthen Material and Straw Bale Structures SECTION 70 - GENERAL "APPENDIX CHAPTER 7 - EARTHEN MATERIAL STRUCTURES 70. Purpose. The purpose of this chapter is to establish minimum standards of safety
Joist. Reinforcement. Draft 12/7/02
Joist Reinforcement Draft 12/7/02 1 JOIST REINFORCING The purpose of this CSD Design Aid is to provide procedures and suggested details for the reinforcement of open web steel joists. There are three basic
CHAPTER 13 CONCRETE COLUMNS
CHAER 13 CONCREE COUMNS ABE OF CONENS 13.1 INRODUCION... 13-1 13.2 YES OF COUMNS... 13-1 13.3 DESIGN OADS... 13-1 13.4 DESIGN CRIERIA... 13-2 13.4.1 imit States... 13-2 13.4.2 Forces... 13-2 13.5 AROXIMAE
SPECIFICATIONS, LOADS, AND METHODS OF DESIGN
CHAPTER Structural Steel Design LRFD Method Third Edition SPECIFICATIONS, LOADS, AND METHODS OF DESIGN A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural
CONTRACT SPECIFICATIONS - SEISMIC ISOLATION BEARINGS
CONTRACT SPECIFICATIONS - SEISMIC ISOLATION BEARINGS 1.0 DESIGN 1.1 Scope of Work 1.1.1 This work shall consist of furnishing Isolation Bearings and installing Isolation Bearing Assemblies at the locations
Long-term serviceability of the structure Minimal maintenance requirements Economical construction Improved aesthetics and safety considerations
Design Step 7.1 INTEGRAL ABUTMENT DESIGN General considerations and common practices Integral abutments are used to eliminate expansion joints at the end of a bridge. They often result in Jointless Bridges
Formwork for Concrete
UNIVERSITY OF WASHINGTON DEPARTMENT OF CONSTRUCTION MANAGEMENT CM 420 TEMPORARY STRUCTURES Winter Quarter 2007 Professor Kamran M. Nemati Formwork for Concrete Horizontal Formwork Design and Formwork Design
MECHANICS OF MATERIALS
T dition CHTR MCHNICS OF MTRIS Ferdinand. Beer. Russell Johnston, Jr. John T. DeWolf ecture Notes: J. Walt Oler Texas Tech University Stress and Strain xial oading - Contents Stress & Strain: xial oading
IMPROVING THE STRUT AND TIE METHOD BY INCLUDING THE CONCRETE SOFTENING EFFECT
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 117 127, Article ID: IJCIET_07_02_009 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2
Challenging Skew: Higgins Road Steel I-Girder Bridge over I-90 OTEC 2015 - October 27, 2015 Session 26
2014 HDR Architecture, 2014 2014 HDR, HDR, Inc., all all rights reserved. Challenging Skew: Higgins Road Steel I-Girder Bridge over I-90 OTEC 2015 - October 27, 2015 Session 26 Brandon Chavel, PhD, P.E.,
SECTION 3 DESIGN OF POST- TENSIONED COMPONENTS FOR FLEXURE
SECTION 3 DESIGN OF POST- TENSIONED COMPONENTS FOR FLEXURE DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: TREY HAMILTON, UNIVERSITY OF FLORIDA NOTE: MOMENT DIAGRAM CONVENTION In PT design,
BEAMS: SHEAR FLOW, THIN WALLED MEMBERS
LECTURE BEAMS: SHEAR FLOW, THN WALLED MEMBERS Third Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering 15 Chapter 6.6 6.7 by Dr. brahim A. Assakkaf SPRNG 200 ENES
Technical Notes 3B - Brick Masonry Section Properties May 1993
Technical Notes 3B - Brick Masonry Section Properties May 1993 Abstract: This Technical Notes is a design aid for the Building Code Requirements for Masonry Structures (ACI 530/ASCE 5/TMS 402-92) and Specifications
DESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,
DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared
SECTION 3 DESIGN OF POST TENSIONED COMPONENTS FOR FLEXURE
SECTION 3 DESIGN OF POST TENSIONED COMPONENTS FOR FLEXURE DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: TREY HAMILTON, UNIVERSITY OF FLORIDA NOTE: MOMENT DIAGRAM CONVENTION In PT design,
Reinforced Concrete Design
FALL 2013 C C Reinforced Concrete Design CIVL 4135 ii 1 Chapter 1. Introduction 1.1. Reading Assignment Chapter 1 Sections 1.1 through 1.8 of text. 1.2. Introduction In the design and analysis of reinforced
Preliminary steel concrete composite bridge design charts for Eurocodes
Preliminary steel concrete composite bridge 90 Rachel Jones Senior Engineer Highways & Transportation Atkins David A Smith Regional Head of Bridge Engineering Highways & Transportation Atkins Abstract
Module 5 (Lectures 17 to 19) MAT FOUNDATIONS
Module 5 (Lectures 17 to 19) MAT FOUNDATIONS Topics 17.1 INTRODUCTION Rectangular Combined Footing: Trapezoidal Combined Footings: Cantilever Footing: Mat foundation: 17.2 COMMON TYPES OF MAT FOUNDATIONS
Technical Assignment 2 TABLE OF CONTENTS
2 TABLE OF CONTENTS Executive Summary...3 Introduction..5 Gravity Loads......6 Design Codes......7 Materials..8 Existing Structural System.. 10 Existing Floor System 15 Alternate Floor Framing Systems...17
Introduction to LRFD, Loads and Loads Distribution
Introduction to LRFD, Loads and Loads Distribution Thomas K. Saad, P.E. Federal Highway Administration Chicago, IL Evolution of Design Methodologies SLD Methodology: (f t ) D + (f t ) L 0.55F y, or 1.82(f
Two-Way Post-Tensioned Design
Page 1 of 9 The following example illustrates the design methods presented in ACI 318-05 and IBC 2003. Unless otherwise noted, all referenced table, figure, and equation numbers are from these books. The
Aluminium systems profile selection
Aluminium systems profile selection The purpose of this document is to summarise the way that aluminium profile selection should be made, based on the strength requirements for each application. Curtain
2. Design of Welded Connections
AWS D1.1:2 2. Design of Welded Connections 2. Scope This section covers the requirements for the design of welded connections. It is divided into four Parts, described as follows: Part A Common Requirements
Activity 2.3b Engineering Problem Solving Answer Key
Activity.3b Engineering roblem Solving Answer Key 1. A force of 00 lbs pushes against a rectangular plate that is 1 ft. by ft. Determine the lb lb pressure in and that the plate exerts on the ground due
Guide to the Concrete Capacity Design (CCD) Method Embedment Design Examples
ACI 349.2R-07 Guide to the Concrete Capacity Design (CCD) Method Embedment Design Examples Reported by ACI Committee 349 Ronald J. Janowiak Chair Omesh B. Abhat Werner Fuchs Christopher Heinz * Richard
STRENGTH AND DUCTILITY OF WELDED JOINTS SUBJECTED TO OUT OF PLANE BENDING
STRENGTH AND DUCTILITY OF WELDED JOINTS SUBJECTED TO OUT OF PLANE BENDING by Ivan Gomez Amit Kanvinde University of California, Davis Yu Kay Kwan Gilbert Grondin University of Alberta Final Report Presented
2011-2012. Crane Runway Girder. Dr. Ibrahim Fahdah Damascus University. https://sites.google.com/site/ifahdah/home/lectures
Crane Runway Girder Dr. Ibrahim Fahdah Damascus University https://sites.google.com/site/ifahdah/home/lectures Components of Crane system The Crane Runway Girder and the Structure Issue1: Vertical Load
Evaluation of Appropriate Maintenance, Repair and Rehabilitation Methods for Iowa Bridges
T. J. Wipf, F. S. Fanous, F. W. Klaiber, A. S. Eapen Evaluation of Appropriate Maintenance, Repair and Rehabilitation Methods for Iowa Bridges April 2003 Sponsored by the Iowa Department of Transportation
Effect of Bridges Width on Optimum Design of Steel Bridges
Study of Civil Engineering and Architecture (SCEA) Volume Issue, September Effect of Bridges Width on Optimum Design of Steel Bridges Firas Ismael Salman *, Abdul Muttalib Issa Said *, Department of Civil
Simplified Design to BS 5400
Simplified Design to BS 5400 Bridge Design to the Eurocodes Simplified rules for use in student projects (Document RT1156) Version Date of Issue Purpose Author Technical Reviewer Approved 1 Distribution
BRIDGE DESIGN SPECIFICATIONS APRIL 2000 SECTION 9 - PRESTRESSED CONCRETE
SECTION 9 - PRESTRESSED CONCRETE Part A General Requirements and Materials 9.1 APPLICATION 9.1.1 General The specifications of this section are intended for design of prestressed concrete bridge members.
Technical Report Documentation Page 2. Government 3. Recipient s Catalog No.
1. Report No. FHWA/TX-07/0-4624-1 Technical Report Documentation Page 2. Government 3. Recipient s Catalog No. Accession No. 4. Title and Subtitle Evaluation of Influence of Hole Making Upon the Performance
Chapter - 3 Design of Rectangular Beams and One-way Slabs
Rectangular Beams and One-way Slabs Page 1 of 9 Chapter - 3 Design of Rectangular Beams and One-way Slabs 12 h A 12 strip in a simply supported one-way slab h b=12 L Rectangular Beams and One-way Slabs
Type of Force 1 Axial (tension / compression) Shear. 3 Bending 4 Torsion 5 Images 6 Symbol (+ -)
Cause: external force P Force vs. Stress Effect: internal stress f 05 Force vs. Stress Copyright G G Schierle, 2001-05 press Esc to end, for next, for previous slide 1 Type of Force 1 Axial (tension /
Design of Steel-Concrete Composite Decks
Design of Steel-Concrete Composite Decks Abstract The efficiency and structural performance of steel-concrete decks is highly improved in composite action. This is because the high tensile resistance of
SEISMIC UPGRADE OF OAK STREET BRIDGE WITH GFRP
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3279 SEISMIC UPGRADE OF OAK STREET BRIDGE WITH GFRP Yuming DING 1, Bruce HAMERSLEY 2 SUMMARY Vancouver
UNRESTRAINED BEAM DESIGN I
11 UNRESTRAINED BEA DESIGN I 1.0 INTRODUCTION Generally, a beam resists transverse loads by bending action. In a typical building frame, main beams are employed to span between adjacent columns; secondary
Index 20010 Series Prestressed Florida-I Beams (Rev. 07/12)
Index 20010 Series Prestressed Florida-I Beams (Rev. 07/12) Design Criteria AASHTO LRFD Bridge Design Specifications, 6th Edition; Structures Detailing Manual (SDM); Structures Design Guidelines (SDG)
ABSTRACT 1. INTRODUCTION 2. DESCRIPTION OF THE SEGMENTAL BEAM
Ninth LACCEI Latin American and Caribbean Conference (LACCEI 11), Engineering for a Smart Planet, Innovation, Information Technology and Computational Tools for Sustainable Development, August 3-, 11,
Figure 5-11. Test set-up
5.5. Load Procedure A uniform load configuration was used for the load tests. An air bag, placed on the top surface of the slab, was used for this purpose, and the load was applied by gradually increasing
Problem 1: Computation of Reactions. Problem 2: Computation of Reactions. Problem 3: Computation of Reactions
Problem 1: Computation of Reactions Problem 2: Computation of Reactions Problem 3: Computation of Reactions Problem 4: Computation of forces and moments Problem 5: Bending Moment and Shear force Problem
Nozzle Loads, Piping Stresses, and the Effect of Piping on Equipment
Nozzle Loads, Piping Stresses, and the Effect of Piping on Equipment By Patty Brown & Mark van Ginhoven November 13, 2009 1 CA 2009 Fluor Corporation. All Rights Reserved. Topics Covered Introduction Nozzle
TECHNICAL NOTE. Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006 IBC. On Cold-Formed Steel Construction INTRODUCTION
TECHNICAL NOTE On Cold-Formed Steel Construction 1201 15th Street, NW, Suite 320 W ashington, DC 20005 (202) 785-2022 $5.00 Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006
CLASSIFICATION OF CROSS SECTIONS FOR STEEL BEAMS IN DIFFERENT DESIGN CODES
CLASSIFICATION OF CROSS SECTIONS FOR STEEL BEAMS IN DIFFERENT DESIGN CODES Kalju Loorits Rakenteiden Mekaniikka,Vol.28 No 1, 1995, pp. 19-33 ABSTRACT In the paper comparison of classification for!-sections
2. Design of Welded Connections
Reproduced with the permission of the American Society (AWS), Miami, Florida - 09/15/20. 2. Design of Welded Connections Part A General Requirements 2.1 Drawings 2.1.1 Full and complete information regarding
5 Steel elements. 5.1 Structural design At present there are two British Standards devoted to the design of strucof tural steel elements:
5 Steel elements 5.1 Structural design At present there are two British Standards devoted to the design of strucof steelwork tural steel elements: BS 449 The use of structural steel in building. BS 5950
This manual was produced using ComponentOne Doc-To-Help.
This manual was produced using ComponentOne Doc-To-Help. Contents MDX Documentation 2 Starting the Program... 2 List of Features... 3 New Features... 4 Fixed Problems... 4 Frequently Asked Questions...
MECHANICS OF SOLIDS - BEAMS TUTORIAL 2 SHEAR FORCE AND BENDING MOMENTS IN BEAMS
MECHANICS OF SOLIDS - BEAMS TUTORIAL 2 SHEAR FORCE AND BENDING MOMENTS IN BEAMS This is the second tutorial on bending of beams. You should judge your progress by completing the self assessment exercises.
National Council of Examiners for Engineering and Surveying. Principles and Practice of Engineering Structural Examination
Structural Effective Beginning with the April 2011 The structural engineering exam is a breadth and exam examination offered in two components on successive days. The 8-hour Vertical Forces (Gravity/Other)
Comparative Study of Steel Structures Design Using IS 800:1984 & IS 800:2007
International Journal of Scientific & Engineering Research, Volume 4, Issue 4, April-2013 810 Comparative Study of Steel Structures Design Using IS 800:1984 & IS 800:2007 Prof. S.S.Patil, L.A.Pasnur Abstract
GEOTECHNICAL ENGINEERING FORMULAS. A handy reference for use in geotechnical analysis and design
GEOTECHNICAL ENGINEERING FORMULAS A handy reference for use in geotechnical analysis and design TABLE OF CONTENTS Page 1. SOIL CLASSIFICATION...3 1.1 USCS: Unified Soil Classification System...3 1.1.1