Flexure Design Sequence
|
|
- Byron Daniel
- 6 years ago
- Views:
Transcription
1 Prestressed Concrete Beam Design Workshop Load and Resistance Factor Design Flexure Design Flexure Design Sequence Determine Effective flange width Determine maximum tensile beam stresses (without prestress) Estimate eccentricity and number of strands at midspan Calculate prestress loss Determine number of strands and develop strand arrangement Flexure Design Sequence Determine eccentricities Check service stresses Check fatigue Calculate nominal flexural resistance Check reinforcement limits Determine pretensioned anchorage zone reinforcement July
2 Example 120'-0" Centerline bridge 1'-0" 18'-0" 18'-0" 1'-0" 9" AASHTO Type VI Beam 4'-9" 9'-6" 4'-9" 4'-9" 9'-6" 4'-9" TYPICAL SECTION July
3 Simple spans: 120 feet Fully prestressed beams Bonded tendons Skew angle: 0 degrees Stress limit for tension in beam concrete (corrosion conditions): severe Deck concrete ' f = 5 ksi c Beam concrete ' f c = 8 ksi 15. ' 15. E = 33000w f = ( 33000)( ) 5 = 4074 ksi c E = 5154 ksi ' f = 7 ksi ci c E = 4821 ksi ci c Prestressing steel Strand type: 270 ksi low relaxation Strand diameter: 0.6 inch Cross-sectional area per strand: in 2 July
4 Prestressing steel f py = f = 243 ksi E = 28, 500 ksi ps pu Non-prestressed reinforcement f y = 60 ksi E = ksi s, - Interior Beam Effective flange width may be taken as the least of: a) One-quarter of the effective span length: 120 ft (0.25) (120) (12) = 360 in - Interior Beam b) 12.0 times the average thickness of the slab, 9 in, plus the greater of: Web thickness: 8 in One-half of the top flange of the girder: (0.5) (42) = 21 in (12) (9) + 21 = 129 in July
5 - Interior Beam c) The average spacing of adjacent beams: 9.5 ft (9.5) (12) = 114 in Effective flange width = 114 in - Exterior Beam Effective flange width may be taken as one-half the effective width of the adjacent interior beam, 114 in, plus the least of: a) One-eight of the effective span length: 120 ft (0.125) (120) (12) = 180 in - Exterior Beam b) 6.0 times the average thickness of the slab, 9 in, plus the greater of: One-half the web thickness: (0.5) (8) = 4 in One-quarter of the top flange of the girder: (0.25) (42) = 10.5 in The greater of these two values: 10.5 in (6) (9) = 64.5 in July
6 - Exterior Beam c) The width of the overhang: 4.75 ft (4.75) (12) = 57 in Effective flange width = (0.5) (114) + 57 = 114 in - Exterior Beam (114)(0.7906) = 90.12" 72" 9" 76.50" 22.96" 17.16" C. G. Composite Section C. G. Beam C. G. Slab 53.54" 36.38" Non-composite Section Property A (in 2 ) I (in 4 ) y b (in) y t (in) S b (in 3 ) S t (in 3 ) w (k/ft) AASHTO Type VI Beams Property I comp (in 4 ) y bc (in) y tc (in) y slab top (in) S bc (in 3 ) S tc (in 3 ) S slab top (in 3 ) Composite Section Interior Beam Exterior Beam July
7 Analysis Loads Distribution of live load Load factors Non-composite Dead Loads Beam (DC) Deck slab (DC) Diaphragms (DC) Composite Dead Loads Curb (DC) Bridge rail (DC) Overlays (DW) Future wearing surface (DW) Utilities (DW) July
8 Design Vehicular Live Load Article HL-93 Combination of Design truck or design tandem Design lane load Unfactored Moments (k-ft) Beam Slab Rail Wearing Surface Interior Beam Exterior Beam Live Load (Including Dynamic Allowance): 3680 k-ft (Truck + Lane) 3080 k-ft (Tandem + Lane) Distribution of Live Load Interior Girder Exterior Girder Lever Rule Equations ( m included) Special Analysis Lever Rule Equations Special Analysis Bending Moment One Lane -- X -- X -- X Multi- Lane -- X X X One Lane -- X -- X -- X Shear Multi- Lane -- X X X July
9 INTERIOR BEAM one lane loaded two lanes loaded one lane loaded - fatigue MOMENT SHEAR EXTERIOR BEAM one lane loaded two lanes loaded one lane loaded - fatigue Additional Investigation one lane loaded two lanes loaded one lane loaded - fatigue MOMENT SHEAR Load Combinations and Load Factors Load Strength I DC DW LL IM Max-1.25 Min-0.90 Max-1.50 Min Strength II Max-1.25 Min-0.90 Max-1.50 Min Limit State Service I Service III Fatigue July
10 Beam Stresses Due to dead load and live load Service III limit state (Crack Control) Mbeam + Mslab M + M M fbottom = S S Service I limit state f top M = beam b + M S t slab rail ws LL bc M + M + M + S rail ws LL tc Beam Stresses - Interior Beam Stresses at midspan due to dead load and live load. Extreme bottom of beam fiber (Service III Limit State): ( )( 12) [ ( 0. 8)( 2728) ]( 12) f bottom = = ksi (t) Extreme top of beam fiber (Service I Limit State): ( )( 12) [ ]( 12) f top = + = ksi (c) July
11 - Exterior Beam Stresses at midspan due to dead load and live load. Extreme bottom of beam fiber (Service III Limit State): ( )( 12) [ ( 0. 8)( 3837) ]( 12) f bottom = = ksi (t) Extreme top of beam fiber (Service I Limit State): ( )( 12) [ ]( 12) f top = + = ksi (c) Preliminary Strand Arrangement Calculate maximum tensile stress Service III limit state Determine stress limit for tension Set maximum tensile stress equal to stress limit for concrete tension Estimate eccentricity at midspan Solve for total prestress force required Preliminary Strand Arrangement Estimate total prestress loss Estimate effective prestress force per strand Estimate number of prestressing strands July
12 Preliminary Strand Arrangement f f ten ten P Pe = + f A S b bottom P Pe 1 e fbottom = = P A S A S ften f P = 1 e A S bottom b b b Preliminary Strand Arrangement f pe = f pj estimated losses P e = (f pe )(A ps ) P No. Strands = P e Example Preliminary strand arrangement July
13 Preliminary Strand Arrangement BEAM STRESSES Bottom fiber, maximum tension stress, all loads applied, Service III Limit State: Interior beam, f bottom = ksi Exterior beam, f bottom = ksi CONCRETE STRESS LIMIT Limit for tension, all loads applied, after all losses: f ten ' = f = = ksi c ESTIMATE NUMBER OF STRANDS f pt = total loss in the prestressing steel stress = 60 ksi (estimated) f pj = stress in the prestressing steel at jacking = (0.75)(270) = ksi f pe = effective stress in the prestressing steel after losses = = ksi A ps = area of prestressing steel (per strand) = in 2 July
14 ESTIMATE NUMBER OF STRANDS P e = effective prestressing force in one strand = (f pe )(A ps ) = (142.5)(0.217) = 30.9 k A= area of non-composite beam = 1085 in 2 S b = section modulus, non-composite section, extreme bottom beam fiber = in 3 e = eccentricity of prestress force at midspan = -32 in (estimated) - Exterior Beam (114)(0.7906) = 90.12" 72" 9" 76.50" 22.96" 17.16" C. G. Composite Section C. G. Beam C. G. Slab 53.54" 36.38" - Interior Beam Estimated total prestress force required: ( ) ( ) P f f ten bottom = = e ( ) = k A Sb Estimated number of strands required: P No. Strands = = = P e July
15 - Exterior Beam Estimated total prestress force required: ( ) ( ) 1 ( 32) P f f ten bottom = = 1 e A Sb Estimated number of strands required: P No. Strands = = = P e = k STRAND ARRANGEMENT - 50 strands At midspan of beam y = ( 13)( 2) + ( 13)( 4) + ( 13)( 6) + ( 11)( 8) 50 e = = in = 488. in At the ends of beam (harp 12 strands) ( 10)( 2) + ( 10)( 4) + ( 10)( 6) + ( 8)( 8) + ( 3)( 64) + ( 3)( 66) + ( 3)( 68) + ( 3)( 70) y = 50 = in e = = in July
16 4 2" 4 2" 4 2" At beam ends At beam centerline e = in e = in e = in e = in e = in e = in 8 strands 10 strands 3 strands 3 strands 3 strands 10 strands 3 strands 10 strands e = in C. G. beam 6" 48'-0" centerline bearing 12'-0" Prestress Loss Article Losses due to Elastic shortening Shrinkage Concrete creep Relaxation of steel July
17 Elastic Shortening f pes = E E p ci f cgp ( a-1) Elastic Shortening For components of usual design, may calculate f cgp assuming stress in the prestressing steel 0.70f pu for low relaxation strands 0.65f pu for stress relieved strands Shrinkage Pretensioned members f psr = H ( ) H = average annual ambient relative humidity July
18 Creep f = 12. 0f 7. 0 f 0 pcr cgp cdp ( ) f cdp = change in concrete stress at center of gravity of prestressing steel due to permanent loads, with the exception of the load acting at the time the prestressing force is applied. Relaxation Total relaxation Relaxation at transfer Relaxation after transfer Relaxation At transfer Initially stressed in excess of 0.50 f pu July
19 Relaxation Stress relieved strand f pr1 log ( t) fpj = fpy f pj ( b-1) Relaxation Low relaxation strand f pr1 ( 24 0 t) log. fpj = 055. f fpy ( b-2) pj Relaxation Pretensioned members After transfer Stress relieved strand f 2 = f 0. 2 f + f ( ) pr pes psr pcr ( c-1) July
20 Relaxation Pretensioned members After transfer Low relaxation strand 30% of stress relieved strand f = f 0. 2 f + f 2 = f 006. f + f [ ( )] pes ( psr pcr ) pr pes psr pcr Prestress Loss Final total losses f pt = f pes + f psr + f pcr + f pr2 ( ) f pt = f pes + f psr + f pcr + f pr1 + f pr2 Prestress loss Exterior beam Example July
21 Prestress Loss Exterior Beam - Exterior Beam f pt = total loss in the prestressing steel stress (ksi) f pes = loss due to elastic shortening (ksi) f psr = loss due to shrinkage (ksi) f pcr = loss due to creep of concrete (ksi) f pr1 = loss due to relaxation of steel at transfer (ksi) f pr2 = loss due to relaxation of steel after transfer (ksi) e = eccentricity of prestress force at midspan = in A = area of non-composite beam = 1085 in 2 I = moment of inertia of non-composite section = in 4 I comp = moment of inertia of composite section = in 4 - Exterior Beam ELASTIC SHORTENING ( a) f cgp = sum of concrete stresses at the center of gravity of prestressing tendons due to the prestressing force at transfer and the self weight of the member at the sections of maximum moment (ksi) M beam = moment due to weight of member = (2034)(12) = k-in P t = prestress force at transfer = (0.70)(270)(0.217)(50) = k E p = E ci = modulus of elasticity of prestressing steel = ksi modulus of elasticity of concrete at transfer = 4821 ksi July
22 - Exterior Beam For components of the usual design, may calculate f cgp using a stress in the prestressing steel of 0.70 f pu. P ( P e) y M t t y beam fcgp = + + A I I [( )( )]( ) ( 24408)( ) = = ksi f pes Ep = ( ) E f = cgp = ksi 4821 ci - Exterior Beam SHRINKAGE ( ) H = average annual ambient relative humidity = 70% ( ) [ ( )( )] f psr = H = = 650. ksi - Exterior Beam CREEP ( ) f cdp = change in concrete stress at center of gravity of prestressing steel due to permanent loads, with the exception of the load acting at the time the prestressing force is applied. Values of f cdp should be calculated at the same section or at sections for which f cgp is calculated (ksi) M slab = moment due to slab and diaphragms = (2053)(12) = k-in M rail = moment due to curb and rail = (250)(12) = 3000 k-in M ws = moment due to wearing surface and FWS = (405)(12) = 4860 k-in July
23 f cdp - Exterior Beam y= y y b = = in y = y y = = in comp ( M + M ) Mslab y y rail WS = I I = comp ( 24636)( ) ( )( ) f = 12. 0f 7. 0 f bc pcr cgp cdp comp ( )( ) ( )( ) = = ksi = ksi - Exterior Beam RELAXATION AT TRANSFER ( b) t = time estimated in days from stressing to transfer = 2 days f pj = initial stress in the tendon at the end of stressing = ksi f py = specified yield strength of prestressing steel = 243 ksi f pr1 ( 24 0 t) log. f pj = 055. fpj fpy log [( 24. 0)( 2) ] = ( ) = ksi Exterior Beam RELAXATION AFTER TRANSFER ( c) fpr2 = [. 04. fpes 02. ( fpsr + fpcr) ] = = 099. ksi [ ( )( ) ( )( )] TOTAL LOSSES f pt = f pes + f psr + f pcr + f pr1 + f pr2 = = ksi (32.3%) f pt = f pes + f psr + f pcr + f pr2 = = ksi July
24 - Exterior Beam EFFECTIVE STRESSES f pe = f pj - f pt f pj = ksi f pe = = ksi f pe = f pt - f pt f pj = = ksi f pt = ksi f pe = = ksi Strand Arrangement Develop strand pattern Determine actual eccentricities Compare with estimate Solve for total prestress force required Calculate force in one strand after all losses Calculate number of strands required Strand Arrangement f pe = f pj total losses P e = (f pe )(A ps ) ften fbottom P = 1 e A S P No. Strands = b P e July
25 Example Strand arrangement Strand Arrangement f bottom = extreme bottom beam fiber tensile stress from applied loads interior beam = ksi exterior beam = ksi f ten = allowable tensile stress in concrete after losses = ksi f pj = stress in prestressing steel at jacking = (0.75)(270) = ksi f pe = effective stress in prestressing steel after losses interior beam = = ksi exterior beam = = ksi July
26 A = area of non-composite beam = 1085 in 2 S b = section modulus of non-composite section, extreme bottom beam fiber = in 3 A ps = area of prestressing steel (per strand) = in 2 e = eccentricity of prestress force at midspan = in - Exterior Beam Total force required in strands: ( ) ( ) P f f ten bottom = = e ( ) = k A Sb Number of strands required: Effective prestressing force in one strand after all losses = P e = (f pe )(A ps ) = (140.96)(0.217) = 30.5 k P No. strands = = = P e Service Limit State Concrete stresses in beam Release Initial prestress, beam dead load Service I limit state Construction Effective prestress, dead loads (Beam, Slab, Rail and Wearing Surface) Service I limit state July
27 Service Limit State Concrete stresses in beam Service Effective prestress, dead load, live load Service I limit state for compressive stresses Service III limit state for tensile stresses Service Live load, half sum of effective prestress and permanent loads Service I limit state for compressive stresses Temporary stresses before losses: Tension ' f ci = = ksi > 0. 2 ksi Compression ' 060. f = ci = 42. ksi ( )( ) Stresses at service limit state after losses: Tension ' f c = = ksi Stresses at service limit state after losses: Compression Due to effective prestress and permanent loads ' 045. f = = 36. ksi c ( )( ) Due to live load and one-half the sum of effective prestress and permanent loads ' 040. f c = ( 040. )( 8) = 32. ksi July
28 Stresses at service limit state after losses: Compression Due to effective prestress, permanent loads, and transient loads ' 06. φw f c = ( 06. )( φw)( 8) flange width 114 = = < 15 flange depth 9 φw = 10. ' 06. φ w f = = 48. ksi c ( )( )( ) Stress Summary EXAMPLE 1 - BEAM STRESS SUMMARY Interior and Exterior Beams Maximum Limit Release Tensile stress ksi ksi Compressive stress ksi 4.2 ksi Effective prestress and dead loads Tensile stress none ksi Compressive stress ksi 4.8 ksi July
29 EXAMPLE 1 - BEAM STRESS SUMMARY Interior and Exterior Beams Effective prestress, dead loads, and live load Tensile stress Compressive stress Live load and half the sum effective prestress and dead loads Compressive stress Maximum ksi ksi ksi Limit ksi 4.8 ksi 3.2 ksi Fatigue Limit State Fully prestressed concrete components No need to check fatigue when tensile stress in extreme fiber at service III limit state after all losses meets tensile stress limits Strength Limit State Factored flexural resistance M r = φ M n ( ) φ = 1.00 M n = Nominal flexural resistance July
30 Nominal Flexural Resistance Without compression and non-prestressed tension reinforcement a Mn = Apsfps dp 2 f ps = Average stress in prestressing steel Strength Limit State For practical design, use rectangular compressive stress distribution Depth of compressive stress block a = 1 c Stress in Prestressing Steel For rectangular section behavior ' ' Apsfpu+ Af s y Af s y c = b k A f ' 085. f β + c 1 ps d ( ) pu p July
31 Stress in Prestressing Steel For components with bonded tendons f f k c ps = pu 1 d ( ) p f k = f py pu ( ) = 028. for low relaxation strand Example Nominal flexural resistance Exterior beam Nominal Flexural Resistance - Exterior Beam - Midspan July
32 - Exterior Beam A ps = area of prestressing steel = in 2 f pu = specified tensile strength of prestressing steel = 270 ksi f py = specified yield strength of prestressing steel = 243 ksi A s = area non-prestressed tension reinforcement = 0 in 2 ' A s = area of compression reinforcement = 0 in 2 f y = yield strength of tension reinforcement = 60 ksi ' f = yield strength of compression reinforcement = 60 ksi y ' f c = compressive strength of concrete = 5 ksi b = width of compression flange = 114 in b w = width of web = 8 in d p = distance from extreme compression fiber to the centroid of the prestressing tendons (in) 1 = stress block factor = Exterior Beam 1. Factored moments, M u M u = (1.25)( ) + (1.5)(405) + (1.75)(3837) = k-ft - Exterior Beam 2. Depth of compression block k = 0.28 (low relaxation strands) d p = e + y t + t slab = = in For rectangular section behavior: ' ' A f + A f A f ps pu s y s y c = k A f ' pu 085. f β b+ c 1 ps d p ( )( 270) = = 735. in (. )( )(. )( ) ( 028. )( ) ( )( ) a= β 1 c= = 588. in July
33 - Exterior Beam 3. Stress in prestressing steel at nominal flexural resistance, components with bonded tendons f = f k c ps pu ( ) ( ) 1 = d p = ksi. - Exterior Beam 4. Factored flexural resistance M = A f ps a d p 2 n ps = ( )( ) = k - ft 2 12 M r = (1.0)(17382) = k-ft > k-ft o.k. Reinforcement Limits Amount of prestressed and non-prestressed reinforcement Maximum Minimum July
34 Reinforcement Limits Maximum amount of prestressed and nonprestressed reinforcement should satisfy c 042. ( ) d d e e A f d = A f + A f d + A f ps ps p s y s ps ps s y ( ) Effective Depth b de d s dp Aps A s Reinforcement Limits Article Minimum amount of prestressed and nonprestressed tensile reinforcement Adequate to develop a factored flexural resistance at least equal to the lesser of 1.2 M cr 1.33 factored moments July
35 Cracking Moment ( ) Sc Mcr = Sc fr + fcpe Mdnc 1 Sf S nc c r - Exterior Beam The minimum amount of prestressed and non-prestressed reinforcement M dnc = total unfactored dead load moment acting on the monolithic or non-composite section S nc = section modulus for the extreme fiber of the monolithic or non-composite section where tensile stress is caused by externally applied loads S c = section modulus for the extreme fiber of the composite section where tensile stress is caused by externally applied loads f r = modulus of rupture f cpe = compressive stress in concrete due to effective prestress forces only Reinforcement limits Exterior beam Example July
36 Reinforcement Limits - Exterior Beam - Midspan - Exterior Beam A ps = area of prestressing steel = in 2 f pu = specified tensile strength of prestressing steel = 270 ksi f py = specified yield strength of prestressing steel = 243 ksi A s = area of non-prestressed tension reinforcement = 0 in 2 f y = yield strength of tension reinforcement = 60 ksi d p = distance from extreme compression fiber to the centroid of the prestressing tendons = in c = distance from the extreme compression fiber to the neutral axis = 7.35 in d e = corresponding effective depth from the extreme compression fiber to the centroid of the tensile force in the tensile reinforcement (in) e - Exterior Beam The maximum amount of prestressed and non-prestressed reinforcement A f d + A f d ps ps p s y s ( )( )( ) + 0 d = = = in e A f + A f ps ps s y ( )( ) + 0 c 735. = = 010. d July
37 - Exterior Beam The minimum amount of prestressed and non-prestressed reinforcement M dnc = total unfactored dead load moment acting on the monolithic or non-composite section = = 4087 k-ft = k-in S nc = section modulus for the extreme fiber of the monolithic or non-composite section where tensile stress is caused by externally applied loads = in 3 S c = section modulus for the extreme fiber of the composite section where tensile stress is caused by externally applied loads = in 3 f r = modulus of rupture (ksi) - Exterior Beam f cpe = P e = compressive stress in concrete due to effective prestress forces only (after allowance for all prestress losses) at extreme fiber of section where tensile stress is caused by externally applied loads (ksi) effective prestress force = k ' f = f = = ksi f r cpe c ( )( 3150) Pe Pe e = = A S nc = ksi - Exterior Beam M S ( f f ) M S c = + cr c r ce dnc 1 Snc = ( )( + ) ( ) = 8800 k -ft S c f r = (27751)(0.6788) = k-in = 1570 k-ft 1.2M cr = (1.2)(1570) = 1884 k-ft 1.33 (factored moment) = (1.33)(12744) = k-ft Lesser = 1884 k-ft Actual flexural resistance = k-ft > 1884 k-ft o.k. July
38 Pretensioned Anchorage Zone Bursting resistance provided by vertical reinforcement in ends of pretensioned beams at service limit state Pr = fsas ( ) Not less than 4% prestress force at transfer Total vertical reinforcement located within a distance h/4 from end of beam Pretensioned Anchorage Zone Confinement reinforcement In bottom flange Shaped to enclose strands Distance 1.5d from beam ends Minimum bar size No. 3 deformed Maximum spacing 6 inches Pretensioned anchorage zone Example July
39 Pretensioned Anchorage Zone Factored Bursting Resistance ( ) f s = stress in steel not exceeding 20 ksi A s = total area of vertical reinforcement located within the distance h/4 from the end of the beam (in 2 ) h = overall depth of precast member = 72 in P t = prestressing force at transfer = k P r = (P t )(0.04) = (1953.2)(0.04) = k h 72 = = in 4 4 Bursting resistance provided by vertical reinforcement in the ends of pretensioned beams at service limit state: P = f A r s s A P P r r s = = = = 391. in 2 f s Using pairs of No. 4 bars, A s = 0.40 in 2, the number of pairs of bars required: 391. = July
40 Development Length Gradual build up of strand force Transfer and flexural bond lengths Determine resistance in the end zone Development Length Prestress force initially varies linearly Zero at the point where bonding starts Maximum at the transfer length Development Length Prestress force increases in a parabolic manner between the transfer and development lengths Reaches the tensile strength at the development length July
41 Steel stress Development Length l d transfer length f ps f pe Distance from free end of strand Transfer Length 60 strand diameters Development Length 2 3 l d k f ps f pe d b ( ) k = 1.6 for precast, prestressed beams July
42 Example Development length Development and Transfer Length - Exterior Beam - Exterior Beam TRANSFER LENGTH ( ) d b = nominal strand diameter = 0.6 in 60 d b = (60)(0.6) = 36 in July
43 - Exterior Beam BONDED STRAND ( ) d b = nominal strand diameter = 0.6 in f ps = average stress in the prestressing steel at the time for which the nominal resistance of the member is required = ksi f pe = effective stress in the prestressing steel after losses = ksi k = 1.6 k f 2 f ( ) ( ) ( ) = 3 d = in ps pe b Thank You George Choubah, P.E. FHWA- Federal Lands Highway Bridge Office (703) George.choubah@fhwa.dot.gov July
Prestressed Concrete Girder Continuity Connection
Report No: Title: Developing Organization: Precast/Prestressed Concrete Institute Technical Committee Phone - 888-700-5670 Email contact@pcine.org Website- www.pcine.org Report Date: Revision Date: Status
More informationBRIDGE DESIGN MANUAL UPDATES. Jamie F. Farris, P.E.
BRIDGE DESIGN MANUAL UPDATES Jamie F. Farris, P.E. October 2015 Table of Contents 1 BDM Chapter 2 Limit States and Loads 2 BDM Chapter 3 Superstructure Design 3 BDM Chapter 4 Substructure Design 4 Questions
More informationThe use of 0.5 and 0.6 in. (13 and 15 mm) diameter
Benefits of using.7 in. (18 mm) diameter strands in precast, pretensioned girders: A parametric investigation Jessica Salazar, Hossein Yousefpour, Alex Katz, Roya Alirezaei Abyaneh, Hyun su Kim, David
More informationProposed Modifications to the LRFD Design of U-Beam Bearings
Proposed Modifications to the LRFD Design of U-Beam Bearings Charles D. Newhouse, Scott A. Bole, W. R. Burkett, Phillip T. Nash, Mostafa El-Shami Performed in Cooperation with the Texas Department of Transportation
More informationST7008 PRESTRESSED CONCRETE
ST7008 PRESTRESSED CONCRETE QUESTION BANK UNIT-I PRINCIPLES OF PRESTRESSING PART-A 1. Define modular ratio. 2. What is meant by creep coefficient? 3. Is the deflection control essential? Discuss. 4. Give
More informationDesign Aids of NU I-Girders Bridges
Nebraska Transportation Center Report SPR-P1(09) P322 Final Report 26-1120-0042-001 Design Aids of NU I-Girders Bridges Kromel E. Hanna, Ph.D. Department of Civil Engineering University of Nebraska-Lincoln
More informationBrD Superstructure Tutorial
AASHTOWare BrD 6.8 BrD Superstructure Tutorial PS12 Prestressed Concrete I Beam Using BrD LRFD Engine BrD Superstructure Training PS12 - Prestressed Concrete I Beam Using BrD LRFD Engine 1'-9" 55'-6" Total
More informationAppendix D.2. Redundancy Analysis of Prestressed Box Girder Superstructures under Vertical Loads
Appendix D.2 Redundancy Analysis of Prestressed Box Girder Superstructures under Vertical Loads By Jian Yang, Giorgio Anitori, Feng Miao and Michel Ghosn Contents 1. Introduction...1 2. Prestressed Concrete
More informationCHAPTER 11: PRESTRESSED CONCRETE
CHAPTER 11: PRESTRESSED CONCRETE 11.1 GENERAL (1) This chapter gives general guidelines required for the design of prestressed concrete structures or members with CFRM tendons or CFRM tendons in conjunction
More information7.1 Transmission of Prestress (Part I)
7.1 Transmission of Prestress (Part I) This section covers the following topics. Pre-tensioned Members 7.1.1 Pre-tensioned Members The stretched tendons transfer the prestress to the concrete leading to
More informationABC: Vigas Pretensadas para Puentes Principios Básicos de Diseño. Pre-Stressed Concrete Structures Basic Concepts
1 PRE-STRESSED CONCRETE SEMINAR Centro de Transferencia de Tecnología en Transportación ABC: Vigas Pretensadas para Puentes Principios Básicos de Diseño Pre-Stressed Concrete Structures Basic Concepts
More informationDESIGN RECOMMENDATIONS FOR THE OPTIMIZED CONTINUITY DIAPHRAGM FOR PRESTRESSED CONCRETE BULB-T BEAMS
FINAL CONTRACT REPORT VTRC 09-CR1 DESIGN RECOMMENDATIONS FOR THE OPTIMIZED CONTINUITY DIAPHRAGM FOR PRESTRESSED CONCRETE BULB-T BEAMS STEPHANIE KOCH Graduate Research Assistant CARIN L. ROBERTS-WOLLMANN
More informationSlab Bridge Designer 2.1 Help: Example Analysis
August 21, 2006 Slab Bridge Designer 2.1 Help: Example Analysis Using data from the Portland Cement Association Engineering Bulletin 232, AASHTO LRFD Design of Cast-In-Place Concrete Bridges This example
More informationAASHTO LRFD. Reinforced Concrete. Eric Steinberg, Ph.D., P.E. Department of Civil Engineering Ohio University
AASHTO LRFD Reinforced Concrete Eric Steinberg, Ph.D., P.E. Department of Civil Engineering Ohio University steinber@ohio.edu Ohio University (July 2007) 1 AASHTO LRFD This material is copyrighted by Ohio
More informationTitle Page: Modeling & Load Rating of Two Bridges Designed with AASHTO and Florida I-Beam Girders
Catbas, Darwash, Fadul / 0 0 0 Title Page: Modeling & Load Rating of Two Bridges Designed with AASHTO and Florida I-Beam Girders F.N. Catbas, H. Darwash and M. Fadul Dr. F. Necati Catbas, P.E. Associate
More informationBijan Khaleghi, Ph, D. P.E., S.E.
0 Submission date: July, 0 Word count: 0 Author Name: Bijan Khaleghi Affiliations: Washington State D.O.T. Address: Linderson Way SW, Tumwater WA 0 INTEGRAL BENT CAP FOR CONTINUOUS PRECAST PRESTRESSED
More informationStrength Design of Reinforced Concrete Structures
Chapter 6 Strength Design of Reinforced Concrete Structures 6.1 Analysis and Design General Considerations 6.1.1 Convention and Notation Unless otherwise explicitly stated, the following units shall be
More informationPROFESSIONAL DEVELOPMENT SERIES
Post-Tensioning for Two-Way Flat Plate Construction By Amy Reineke Trygestad, P.E. PROFESSIONAL DEVELOPMENT SERIES October 2005 Professional Development Series Every major metropolitan area is getting
More informationHand Calculation Examples. CG Gilbertson
Hand Calculation Examples CG Gilbertson March 22 nd, 2011 Example 1: LFR Steel Superstructure Built in 1965 65 foot span No distress General Properties Moment capacity: 2,910 ft*k Shear capacity: 380 k
More informationAnalysis of a Severely Skewed Prestressed Concrete Beam Bridge
Analysis of a Severely Skewed Prestressed Concrete Beam Bridge Gary L. Gardner, Jr., P.E. Bridge Technical Service Manager ms consultants, inc. August 19 th, 2015 MIDAS Special Elite Engineers Webinar
More informationTHEORETICAL AND EXPERIMENTAL STUDY OF UNBOUNDED POST-TENSIONED CONTINUOUS SLAB DECKS CONSISTING OF HIGH STRENGTH SCC
CD02-017 THEORETICAL AND EXPERIMENTAL STUDY OF UNBOUNDED POST-TENSIONED CONTINUOUS SLAB DECKS CONSISTING OF HIGH STRENGTH SCC A.A. Maghsoudi 1, M. Torkamanzadeh 2 1 Associate. Prof., Civil Engineering.
More informationDesign for Shear for Prestressed Concrete Beam
Design for Shear for Prestressed Concrete Beam Introduction The behaviour of prestressed beams at failure in shear is distinctly different from their behaviour in flexure. The beam will tend to fail abruptly
More informationFundamentals of Post Tensioned Concrete Design for Buildings
Fundamentals of Post Tensioned Concrete Design for Buildings Part Three by John P. Miller Overview of This Course This is Part Two of a two-part course that covers the fundamentals of post-tensioned concrete
More informationPrestressed Concrete Structure Tutorial
AASHTOWare BrD/BrR 6.8 Prestressed Concrete Structure Tutorial PS5 Void Prestressed Box Beam Example BrR and BrD Training PS5 Void Prestressed Box Beam Example From the Bridge Explorer create a new bridge
More informationFundamentals of Prestressed Concrete Bridge
Fundamentals of Prestressed Concrete Bridge MAB1053 Bridge Engineering Prof. Dr. Azlan Abdul Rahman Universiti Teknologi Malaysia UTM 2006 azlanfka/utm05/mab1053 1 Introduction In prestressed concrete,
More informationElevation. Typical Section
PS1 - Simple Span Prestressed I Beam Example #4 stirrups @ 12" 120'-0" 6" 6" Elevation 1'-6" 51'-0" 48'-0" 1'-6" 8" Future Wearing Surface 2" thick, 150 pcf AASHTO-PCI BT-72 3'-0" 5 spaces @ 9'-0" = 45'-0"
More informationPRESTRESSED AND POST-TENSIONED CONCRETE TABLE OF CONTENTS CHAPTER 12
TABLE OF ONTENTS HAPTER 12 FILE NO. TITLE DATE TABLE OF ONTENTS AND INTRODUTION 12.TO-1 Table of ontents - hapter 12... 28Dec2016 12.TO-2 Table of ontents - hapter 12... 28Dec2016 12.TO-3 Table of ontents
More informationHyperstatic (Secondary) Actions In Prestressing and Their Computation
5.5 Hyperstatic (Secondary) Actions In Prestressing and Their Computation Bijan O Aalami 1 SYNOPSIS This Technical Note describes the definition, computation, and the significance of hyperstatic (secondary)
More informationAssessment of Long-Time Behavior for Bridge Girders Retrofitted with Fiber Reinforced Polymer
Journal of Civil Engineering and Architecture 9 (2015) 1034-1046 doi: 10.17265/1934-7359/2015.09.003 D DAVID PUBLISHING Assessment of Long-Time Behavior for Bridge Girders Retrofitted with Fiber Reinforced
More informationIntroduction to Decks and Deck Systems
AASHTO- Load and Resistance Factor Design (LRFD) Introduction to Decks and Deck Systems V 1.1 Rev. 12.03.07 Credits The content for this class has been provided by the following PB employees: Ed Skrobacz,
More informationDesign of Short Span Steel Bridges
PDHonline Course S122 (3 PDH) Design of Short Span Steel Bridges Instructor: Frank Russo, Ph.D. & John C. Huang, Ph.D., PE 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 22030-6658 Phone
More informationPrestressed Concrete Bridges
10 Prestressed Concrete Bridges Lian Duan Caliornia Department o Transportation Kang Chen MG Engineering, Inc. Andrew Tan Everest International Consultants, Inc. 10.1 Introduction Materials Prestressing
More informationADAPT-PT 2010 Tutorial Idealization of Design Strip in ADAPT-PT
ADAPT-PT 2010 Tutorial Idealization of Design Strip in ADAPT-PT Update: April 2010 Copyright ADAPT Corporation all rights reserved ADAPT-PT 2010-Tutorial- 1 Main Toolbar Menu Bar View Toolbar Structure
More informationBridge Superstructure Design. SNiP
Bridge Superstructure Design SNiP 2.05.03-84 CSiBridge Bridge Superstructure Design Russian Bridge Code SNiP 2.05.03-84 ISO BRG102816M13 Rev. 0 Proudly developed in the United States of America October
More informationAnalysis and design of balanced cantilever prestressed box girder bridge considering constructions stages and creep redistribution
Analysis and design of balanced cantilever prestressed box girder bridge considering constructions stages and creep redistribution 1. Introduction Assoc. Prof. Dr. Amorn Pimanmas Sirindhorn International
More informationPost-tensioned prestressed concrete bridge - assignment
Post-tensioned prestressed concrete bridge - assignment Design a post-tensioned prestressed concrete bridge of a three-span arrangement. The construction is prestressed at the age of 7 days and put into
More informationHIGH PERFORMANCE CONCRETE. by John J. Roller CTLGroup
HIGH PERFORMANCE CONCRETE by John J. Roller CTLGroup Early Louisiana HPC Research Law & Rasoulian (1980) Adelman & Cousins (1990) Bruce, Russell & Roller (1990-1993) Law & Rasoulian (1980) Concrete strengths
More informationDESIGN OF POST-TENSIONED MEMBERS IN BENDING USING ACI SIMPLIFIED PROCEDURE
Structural Concrete Software System TN 179 Aci_simplified_M_design3 011005 DESIGN OF POST-TENSIONED MEMBERS IN BENDING USING ACI 318 2002 SIMPLIFIED PROCEDURE 1. BACKGROUND 1.1 GENERAL The following describes
More informationSECTION 1 INTRODUCTION TO POST-TENSIONED CONCRETE DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE
SECTION 1 INTRODUCTION TO POST-TENSIONED CONCRETE DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE NOTE: MOMENT DIAGRAM CONVENTION In PT design, it is preferable to draw moment diagrams to the tensile
More informationA Guide for the Interpretation of Structural Design Options for Residential Concrete Structures
CFA Technical Note: 008-2010 A Guide for the Interpretation of Structural Design Options for Residential Concrete Structures CFA Technical This CFA Technical Note is intended to serve as a guide to assist
More informationJULY 2014 LRFD BRIDGE DESIGN 5-1
JULY 014 LRFD BRIDGE DESIGN 5-1 5. CONCRETE STRUCTURES Reinforced and prestressed concrete are used extensively in bridge projects. In addition to general design guidance and information on detailing practices,
More informationAASHTOWare BrD 6.8. BrR and BrD Tutorial. PS7-3 Stem PS Bridge Example
AASHTOWare BrD 6.8 BrR and BrD Tutorial PS7-3 Stem PS Bridge Example BrR and BrD Training PS7 3 Stem PS Bridge Example From the Bridge Explorer create a new bridge and enter the following description data.
More informationADAPT-PTRC 2016 Getting Started Tutorial ADAPT-PT mode
ADAPT-PTRC 2016 Getting Started Tutorial ADAPT-PT mode Update: August 2016 Copyright ADAPT Corporation all rights reserved ADAPT-PT/RC 2016-Tutorial- 1 This ADAPT-PTRC 2016 Getting Started Tutorial is
More informationAASHTOWare BrDR 6.8 Steel Tutorial STL6 Two Span Plate Girder Example
AASHTOWare BrDR 6.8 Steel Tutorial STL6 Two Span Plate Girder Example STL6 - Two Span Plate Girder Example (BrDR 6.5) 1'-6" 37'-0" 34'-0" 1'-6" 8 1/2" including 1/2" integral wearing surface FWS @ 25 psf
More informationParapet/railing terminal walls shall be located on the superstructure.
GENERAL INFORMATION: This section of the chapter establishes the practices and requirements necessary for the design and detailing of deck slab extensions at abutments. For general requirements and guidelines
More informationContinuous for Live Load: A Texas Historical Perspective
Continuous for Live Load: A Texas Historical Perspective Scott Walton, M.S.C.E., E.I.T. 1, and Timothy E. Bradberry, M.S.E., P.E. 2 Abstract A significant number of engineers in the United States have
More informationPart B: Design Calculations
Part B: Design Calculations Table of Contents Part B: Design Calculations... i Chapter 1: Introduction... 1-1 Chapter 2 Project Statement... 2-1 2.1 Introduction... 2-2 2.2 Geometric properties... 2-3
More informationThe Hashemite University Department of Civil Engineering. Dr. Hazim Dwairi. Dr. Hazim Dwairi 1
Department of Civil Engineering Lecture 2.1 Methods of Prestressing Advantages of Prestressing Section remains uncracked under service loads Reduction of steel corrosion (increase durability) Full section
More informationBRIDGE GIRDERS TECHNICAL GUIDE
ARMTEC.COM BRIDGE MATERIALS / / TECHNICAL GUIDE REGIONal SPECIFICATIONS / AB / MB / SK PRECAST CONCRETE GIRDERS AND BEAMS DESIGNED TO SUPPORT BRIDGE DECKS AND TRAFFIC LOADS Proven strength In-house engineering
More informationAUGUST 2016 LRFD BRIDGE DESIGN 3-1
AUGUST 2016 LRFD BRIDGE DESIGN 3-1 3. LOADS AND LOAD FACTORS The loads section of the AASHTO LRFD Specifications is greatly expanded over that found in the Standard Specifications. This section will present
More information5.4 Analysis for Torsion
5.4 Analysis for Torsion This section covers the following topics. Stresses in an Uncracked Beam Crack Pattern Under Pure Torsion Components of Resistance for Pure Torsion Modes of Failure Effect of Prestressing
More informationSection A A: Slab & Beam Elevation
CE 331, Spring 2011 Flexure Strength of Reinforced Concrete s 1 / 5 A typical reinforced concrete floor system is shown in the sketches below. The floor is supported by the beams, which in turn are supported
More informationBridge Superstructure Design
Bridge Superstructure Design AASHTO 2002/LRFD 2007 CSiBridge Bridge Superstructure Design AASHTO 2002 and AASHTO LRFD 2007 ISO BRG102816M6 Rev. 0 Proudly developed in the United States of America October
More informationAASHTOWare BrR/BrD 6.8 Reinforced Concrete Structure Tutorial RC5 Schedule Based Tee Example
AASHTOWare BrR/BrD 6.8 Reinforced Concrete Structure Tutorial RC5 Schedule Based Tee Example BrR and BrD Training RC5 Schedule Based Tee Example Topics Covered Reinforced concrete schedule based tee input
More informationInnovative Design of Precast/Prestressed Girder Bridge Superstructures using Ultra High Performance Concrete
Innovative Design of Precast/Prestressed Girder Bridge Superstructures using Ultra High Performance Concrete Husham Almansour, Ph.D. and Zoubir Lounis, Ph.D., P. Eng. Paper prepared for presentation at
More informationAPPENDIX B ABC STRUCTURES DESIGN GUIDE
APPENDIX B ABC STRUCTURES DESIGN GUIDE The Cohos Evamy Partners TABLE OF CONTENTS Page No. DISCLAIMER... I 1. STRUCTURAL DESIGN GUIDELINES... 1 2. GENERAL REQUIREMENTS (FIGURE B.2, STEP 1)... 1 3. GENERAL
More informationBridge Superstructure Design
Bridge Superstructure Design AASHTO 2014 CSiBridge Bridge Superstructure Design AASHTO 2014 ISO BRG102816M8 Rev. 0 Proudly developed in the United States of America October 2016 Copyright Copyright Computers
More informationRoute 360 Inverted T-beams. Carin Roberts-Wollmann Virginia Tech Tommy Cousins Clemson University Fatmir Menkulasi Louisiana Tech
Route 360 Inverted T-beams Carin Roberts-Wollmann Virginia Tech Tommy Cousins Clemson University Fatmir Menkulasi Louisiana Tech Background Outline Scope and Objectives Development and Testing Topping
More informationOne-Way Wide Module Joist Concrete Floor Design
One-Way Wide Module Joist Concrete Floor Design A 1 3 4 30'-0" 30'-0" 30'-0" 3' B 3' C 3' D 3' E 4" 4" (typ.) 3' F 0" 0" (typ.) Figure 1 One-Way Wide Module Joist Concrete Floor Framing System 1 Overview
More informationFundamentals of Post-Tensioned Concrete Design for Buildings
Fundamentals of Post-Tensioned Concrete Design for Buildings Part One by John P. Miller www.suncam.com Copyright 2012 John P. Miller Page 1 of 49 Overview of This Course This is Part One of a three-part
More informationCHAPTER 7: SERVICEABILITY LIMIT STATES
CHAPTER 7: SERVICEABILITY LIMIT STATES 7.1 GENERAL It shall be in accordance with JSCE Standard Specification (Design), 7.1. 7.2 CALCULATION OF STRESS AND STRAIN It shall be in accordance with JSCE Standard
More informationCOMPARISON OF PRESTRESSED CONCRETE GIRDERS, WITH DEBONDED STRANDS AND HARPED STRANDS CARMEN DÍAZ-CANEJA NIETO
COMPARISON OF PRESTRESSED CONCRETE GIRDERS, WITH DEBONDED STRANDS AND HARPED STRANDS by CARMEN DÍAZ-CANEJA NIETO Presented to the Faculty of the Graduate School of The University of Texas at Arlington
More informationAASHTOWare BrR 6.8 Steel Tutorial Steel Plate Girder Using LRFR Engine
AASHTOWare BrR 6.8 Steel Tutorial Steel Plate Girder Using LRFR Engine STL6 - Two Span Plate Girder Example 1'-6" 37'-0" 34'-0" 1'-6" 8 1/2" including 1/2" integral wearing surface FWS @ 25 psf 3'-6" 3
More informationBEAMS: COMPOSITE BEAMS; STRESS CONCENTRATIONS
BEAMS: COMPOSITE BEAMS; STRESS CONCENTRATIONS Slide No. 1 Bending of In the previous discussion, we have considered only those beams that are fabricated from a single material such as steel. However, in
More informationDesign and analysis of T and inverted L beams- Theory and Examples
Design and analysis of T and inverted L beams- Theory and Examples - Dr. E. R. Latifee Reference Book: Design of Reinforced Concrete by Jack C. McCormac and Russell H. Brown, Clemson University, 9 th Edition,
More informationSession 2: Basic Load Rating Calculations
Agenda Day 1 8:00 am 8:15 am Introductions and House Keeping 8:15 am 8:45 am Session 1: Load Rating Basics 8:45 am 9:30 am Session 2: Basic Load Rating Calculations 9:30 am 9:45 am Break 9:45 am 11:45
More informationAASHTOWare BrDR 6.8 Prestressed Concrete Design Tool Getting Started
AASHTOWare BrDR 6.8 Prestressed Concrete Design Tool Getting Started Introduction AASHTOWare Bridge Design and Rating (BrDR) version 6.8 includes the first release of the Prestressed Concrete Design Tool
More informationEstimating prestress loss in pretensioned, high-strength concrete members
Estimating prestress loss in pretensioned, high-strength concrete members Nabil Al-Omaishi, Maher K. Tadros, and Stephen J. Seguirant The use of high-strength concrete for pretensioned concrete girders
More informationTHE DESIGN OF LONG CANTILEVER BEAM USING POST-TENSIONED TENDONS IN KUMJUNG STADIUM
D.S. Choi (E-353) 1/6 THE DESIGN OF LONG CANTILEVER BEAM USING POST-TENSIONED TENDONS IN KUMJUNG STADIUM Dong-Sub Choi Jong-Soo Kim Dong-Hwan Kim C.S Structural Engineers Inc., #413-4, Tokok2 dong, Kangnam-Gu,
More informationSabah Shawkat Cabinet of Structural Engineering 2017
3.1-1 Continuous beams Every building, whether it is large or small, must have a structural system capable of carrying all kinds of loads - vertical, horizontal, temperature, etc. In principle, the entire
More informationShear Capacity of Prestressed Concrete Beams
2007-47 Shear Capacity of Prestressed Concrete Beams Take the steps... Research...Knowledge...Innovative Solutions! Transportation Research Technical Report Documentation Page 1. Report No. 2. 3. Recipients
More information14.1 PCI Standard Design Practice
SPECIFICATIONS AND STANDARD PRACTICES Chapter.1 PCI Standard Design Practice Precast and prestressed concrete structures have provided decades of satisfactory performance. This performance is the result
More informationDesign and Construction of the SH58 Ramp A Flyover Bridge over IH70. Gregg A. Reese, PE, CE, Summit Engineering Group, Inc.
Design and Construction of the SH58 Ramp A Flyover Bridge over IH70 Gregg A. Reese, PE, CE, Summit Engineering Group, Inc., Littleton, CO ABSTRACT: The SH58 Ramp A bridge in Golden, CO is the latest on
More information> 0. 1 f, they are treated as beam-columns.
223 A- Flexural Members (Beams) of Special Moment Frames Requirements of ACI 21.5 are applicable for special moment frame members proportioned primarily to resist flexure with factored axial forces 0.
More informationDIRECT DESIGN METHOD DDM
DIRECT DESIGN METHOD DDM Load Transfer Path For Gravity Loads All gravity loads are basically Volume Loads generated due to mass contained in a volume Mechanism and path must be found to transfer these
More informationBRITISH CODE IMPLEMENTATION IN 1 ADAPT SOFTWARE
Structural Concrete Software System TN211_BS8110_implementation_11 082106 BRITISH CODE IMPLEMENTTION IN 1 DPT SOFTWRE This Technical Note details the implementation of the British Code (BS 8110: Part 1:1997)
More informationRelease Notes MERLIN DASH V10.8 (WIN 6.2)
LRFD Release Notes MERLIN DASH V10.8 (WIN 6.2) July 2017 1. Removed double count of skew effect for reaction. 2. Mor justified fatigue stress categories E & F report. 3. Fixed prestressed beam reportg
More informationSuperstructure Guidelines
Superstructure Guidelines The following are additional guidelines on using the following types of superstructure. Pre-stressed Concrete Beams To check beam size use the beam size chart. The chart was created
More informationExecutive Summary. Champlain Bridge Approach Spans Edge Girder Condition Assessment and Rehabilitation Requirements.
Executive Summary "Les Ponts Jacques Cartier et Champlain Incorporée" (PJCCI) requested that Buckland & Taylor (B&T) study the overall condition of the approach span edge girders of the Champlain Bridge
More informationReinforced Concrete Column Design
Reinforced Concrete Column Design Compressive Strength of Concrete f cr is the average cylinder strength f c compressive strength for design f c ~2500 psi - 18,000 psi, typically 3000-6000 psi E c estimated
More informationForensic Testing of Post Tensioned Concrete Girders
CAIT-UTC-033 Forensic Testing of Post Tensioned Concrete Girders Final Report July 2014 Wing Hong (Louis) Lo Graduate Student Utah State University Logan UT 84332 Paul J. Barr Professor Utah State University
More informationTORSION SIMPLIFIED: A FAILURE PLANE MODEL FOR DESIGN OF SPANDREL BEAMS
TORSION SIMPLIFIED: A FAILURE PLANE MODEL FOR DESIGN OF SPANDREL BEAMS Gary Klein, Gregory Lucier, Sami Rizkalla, Paul Zia and Harry Gleich Biography: Gary Klein, FACI, is Executive Vice President and
More informationApplications of sustainable post-tensioned concrete slabs
Innov. Infrastruct. Solut. (2017) 2:42 DOI 10.1007/s41062-017-0075-6 TECHNICAL PAPER Applications of sustainable post-tensioned concrete slabs Amr A. Abdelrahman 1 Received: 4 May 2017 / Accepted: 2 June
More informationTypes of Foundations
Shallow Foundations Types of Foundations Foundations can be classified to two major categories: Shallow. Deep. 1 Introduction If the soil stratum is suitable for supporting the structural loads from the
More informationANCHORAGE ZONE DESIGN FOR PRETENSIONED PRECAST BULB-T BRIDGE GIRDERS IN VIRGINIA
FINAL CONTRACT REPORT VTRC 09-CR15 ANCHORAGE ZONE DESIGN FOR PRETENSIONED PRECAST BULB-T BRIDGE GIRDERS IN VIRGINIA ERIC D. CRISPINO Graduate Research Assistant THOMAS E. COUSINS, Ph.D., P.E. Professor
More informationV '3«0«***«*»«**'"'*««*»««ft
SCHOOL OF CIVIL ENGINEERING INDIANA DEPARTMENT OF TRANSPORTATION r V '3«0«***«*»«**'"'*««*»««ft JOINT HIGHWAY RESEARCH PROJECT Part 1 Final Report FHWA/INDOT/JHRP-92-24 Strand Debonding in Pretensioned
More informationCVEN 483. Structural System Overview
CVEN 483 Structural System Overview Dr. J. Bracci Fall 2001 Semester Presentation Overview 1. Building system primary function 2. Types of load 3. Building materials 4. Structural members 5. Structural
More informationMIDAS Training Series
MIDAS midas Civil Title: All-In-One Super and Sub Structure Design NAME Edgar De Los Santos / MIDAS IT United States 2016 Substructure Session 1: 3D substructure analysis and design midas Civil Session
More informationCAMBER CONTROL IN SIMPLY SUPPORTED PRESTRESSED CONCRETE BRIDGE GIRDERS
University of Kentucky UKnowledge Theses and Dissertations--Civil Engineering Civil Engineering 213 CAMBER CONTROL IN SIMPLY SUPPORTED PRESTRESSED CONCRETE BRIDGE GIRDERS Osamah Ibrahim Mahmood University
More informationOPTIMIZED ALTERNATIVE STRUCTURAL FORMS FOR STANDARD HIGHWAY BRIDGE BEAMS WITH HIGHER STRENGTH CONCRETES
OPTIMIZED ALTERNATIVE STRUCTURAL FORMS FOR STANDARD HIGHWAY BRIDGE BEAMS WITH HIGHER STRENGTH CONCRETES Abstract K S M Silva, Department of Civil Engineering, University of Moratuwa. Email: mangala_xp@yahoo.com
More informationStructural Option April 7 th, 2010
Gravity System (Depth Topic I) Post Tensioned Slab A new floor system was designed in an attempt to create a more consistent flooring system throughout the entire building. This new design consists of
More informationHow to Design a Singly Reinforced Concrete Beam
Time Required: 45 minutes Materials: -Engineering Paper -Calculator -Pencil -Straight Edge Design For Flexural Limit State How to Design a Singly Reinforced Concrete Beam Goal: ΦMn > Mu Strength Reduction
More informationCreep and Shrinkage Analysis of Composite Truss Bridge with Double Decks
Abstract Creep and Shrinkage Analysis of Composite Truss Bridge with Double Decks XIN Haohui; LIU Yuqing; Zheng Shuangjie Tongji University,Shanghai, China 2011xinhaohui@tongji.edu.cn; yql@tongji.edu.cn;
More informationField and Laboratory Study of the Mn/DOT Precast Slab Span System
Field and Laboratory Study of the Mn/DOT Precast Slab Span System Matthew Smith Department of Civil Engineering University of Minnesota 500 Pillsbury Drive SE Minneapolis, MN 55455 smit1475@umn.edu Whitney
More informationSTRENGTHENING OF UNBONDED POST-TENSIONED CONCRETE SLABS USING EXTERNAL FRP COMPOSITES
STRENGTHENING OF UNBONDED POST-TENSIONED CONCRETE SLABS USING EXTERNAL FRP COMPOSITES F. El M e s k i 1 ; M. Harajli 2 1 PhD student, Dept. of Civil and Environmental Engineering, American Univ. of Beirut;
More informationStructural Technical Report 1 Structural Concepts / Structural Existing Conditions Report
Michael A. Troxell Structural Option Advisor: Professor Parfitt College of Business Administration Oct. 5, 2005 Structural Technical Report 1 Structural Concepts / Structural Existing Conditions Report
More informationSERVICEABILITY LIMIT STATES OF CONCRETE BEAMS PRESTRESSED BY CFRP BARS
SERVICEABILITY LIMIT STATES OF CONCRETE BEAMS PRESTRESSED BY CFRP BARS by Amr A. Abdelrahman(l) and Sami H. Rizkalla(2) Abstract The non-corrosive and high strength-to-weight ratio characteristics of carbon
More informationTama County s Steel Free Bridge Deck
Tama County s Steel Free Bridge Deck Mark Dunn Iowa Department of Transportation 800 Lincoln Way Ames, IA 50010 mark.dunn@dot.iowa.gov Lyle Brehm Tama County Engineer 1002 East 5 th Street Tama, IA 52339
More informationDESIGN OF ADJACENT PRECAST BOX GIRDER BRIDGES ACCORDING TO AASHTO LRFD SPECIFICATIONS
ABSTRACT DESIGN OF ADJACENT PRECAST BOX GIRDER BRIDGES ACCORDING TO AASHTO LRFD SPECIFICATIONS Mostafa A. Hassanain, Ph.D., P.Eng., M.ASCE Edwards and Kelcey, Inc. 7401 Metro Boulevard, Suite 430, Minneapolis,
More informationSeismic Performance of Precast Concrete Bents used for Accelerated Bridge Construction. Bijan Khaleghi 1
Seismic Performance of Precast Concrete Bents used for Accelerated Bridge Construction Bijan Khaleghi 1 Abstract Ductility of precast prestressed girder bridges can be achieved by proper detailing of pier
More information