Given a beam with a self-weight of 11 kN/m, I = 0.006390 m, E = 28 GPa. ACI 318-19, Section 20.3.2.6.1 states that prestress losses shall be considered in the calculation of the effective tensile stress in the prestressed reinforcement, fse, and shall include (a) through (f): (a) Prestressed reinforcement seating at transfer, (e) Relaxation of prestressed reinforcement, (f) Friction loss due to intended or unintended curvature in post-tensioning tendons. Recommendations for Estimating Prestress Losses. PCI Journal 25 (4) July-August: 43-75. Collins and Mitchell (1991). Omission of Web Reinforcement in Double Tees, Powered by Instant Websites for Confluence. For example, seating of wedges may permit some shortening of the tendons. The prestress losses usually develop due to combined effect of shortening of the concrete member and relaxation of prestressing steel. Losses in Prestressed Concrete. During post-tensioning, it is usually permitted to stress the tendon temporarily to a maximum of about 80% of the specified tensile strength . For example, see a portion of example 5.2.2.5 on cracked section analysis below, where fse is calculated based on total losses. Friction losses: these losses occur due to friction between tendons and post-tensioning ducts, these losses will increase by increasing the length of the tendon. All other values required in order to carry out calculations of prestress losses in accordance with the design code are obtained directly from the model. Each load increment has associated elastic and creep strains. . Elastic deformation of concrete: An elastic shortening of the concrete takes place because of the application of pre-stress in concrete. (SC5.9.5.2.3a-1) where: The alternative approach is used for this example. Walls and spandrels are examples of this type of member. Losses in Prestress Due to Anchored Slip 4. The initial jacking force will be reduced by prestress losses that will develop over time. For pretensioned strand, they are generally in the range of: Simplified long term losses are based on time-dependent properties of concrete and steel, including concrete creep and shrinkage and steel relaxation. Seating and friction losses bring stress in the tendon down to70% F pu = 189 ksi. ACI Committee 423. 18 0 obj <> endobj As stated in the AASHTO LRFD Bridge Design Specifications 2012, the total loss of prestress is: For instantaneous losses, the template uses the provisions stated under article 5.9.5.2 of the, For time-dependent losses, the template uses the provisions stated under article 5.9.5.4 (Refined Estimates of Time-Dependent Losses), = sum of all losses or gains due to elastic shortening or extension at the time of application of prestress and/or external loads, = losses due to long-term shrinkage and creep of concrete, and relaxation of the steel. 4.2. Inspection Checklist: Appendix D: Post-Tensioning Losses and Elongations: Appendix E: Example Calculations: Appendix F: California Test #541 (Flow Cone Method) Statewide Campaigns. DArcy (2003) - Building Code Providions for PS Concrete (A Brief History) Lowe (2014) - Four ages of early prestressed concrete structures. Friction losses, for example, in post-tensioned construction, accumulate due to intended tendon curvature (drape) and unintended curvature (wobble) and the result is that the tendon force is not constant along the member. Incremental time-step methods are based on the superposition of elastic and creep strains resulting from increments of stress. Tadros, M. K.; Al-Omaishi, N.; Seguirant, S. J.; and Gallt, J. G., 2003, Prestress Losses in Pretensioned High-Strength Concrete Bridge Girders, NCHRP Report 496, Transportation Research Board, Washington, DC. - Chapter 1. Forces in Post-Tensioned Tendons. Print. Use the following: Concrete f' c = 5000 PSI Concrete strength = 75%(f' c) at time of prestressing A ps = 3 - " dia. Elastic shortening due to stressing of other tendons according to the selected design code or . Bed shortening (for self-stressing beds) or bulkhead deflection (for fixed-abutment or non-self-stressing beds). It includes: Supplemental chapters 25-38, providing additional details of the methodologies described in the Volume 1-3 chapters, example problems, and other resources; A . 3). Allow for 20% loss of prestress after transfer. 7 losses in prestress 1. ADA Access; Long term losses include concrete creep and shrinkage, along with steel relaxation, and are further subdivided into simplified and detailed. Section properties can be found in Appendix C.2. (dx=k]^5{q[Pc/L}+}:dk\T>bv U*Z5,p'Er'b4Sh;>"a)* p}H0zs_M3F-gtURg:^1{YrZ~{EW`naYnlM B. - PCI The AASHTO LRFD simplified method is an estimate of time-dependent losses, using approximations and assumptions to simplify the detailed AASHTO LRFD method (Tadros et al. Jacking stress is 80% of the tendon's ultimate strength (F pu) = 216 ksi. Therefore, this type of loss is considerable for short tendons and almost negligible for long tendons. r0RL/"R.x~]X}OU7~ohygS[#kr|4n1=3+yys {6;B9jXkAucK9L^7b-"A}snS%mOo<7VW}Rj3S9aU)zb||Mht7}"4lQ 52 0 obj <>stream Sign in|Recent Site Activity|Report Abuse|Print Page|Powered By Google Sites. The following are examples of prestress losses in pre-tensioned members except. This loss is not uniformly distributed along the length of the tendon. Losses for pretensioned members are typically divided into initial and long term. Initial prestress at Level 1 to satisfy class 2 requirement for SLS (Comb. At which stage in the life of a prestress member is the prestress force the highest and the concrete compressive strength the lowest? The elastic shortening is more of a concern in a pre-tensioned member. 1975. This preview shows page 1 - 5 out of 14 pages. Answer: Loss of prestressing in " pre-tensioned " members 1. Friction. Workman. These methods adjust the concrete modulus of elasticity to account for both the elastic and time-dependent creep strains. Stress at transfer = ( 17.67 - 3.2 ) / 0.8 = 18.1 N/mm 2 (use allowable stress of 20 N/mm 2) The critical section at transfer occurs at the end of the transmission zone. Copyright 2022 Computers and Structures, Inc. All rights reserved. Billington (2004) - Historical Perspective on Prestressed Concrete. Loss due to Creep in steel (Relaxation of steel) When the stresses in steel is more than half of its yield stress there is creep in steel also. The prestress losses which may be accounted for within SAP2000 include the following: Immediate losses which occur before and during transfer: Anchorage set (slip) Elastic shortening Friction loss due to length (wobble) and curvature effects Long-term losses: Concrete creep Concrete shrinkage Steel relaxation Short-term losses The bending and shear effects due to dead load and superimposed dead load (2.5kN/m) are created by using the "Generate" feature in the program. The total angular deviation in a parabolic curve may be conveniently determined using the properties of the parabola shown in Fig. !ywPE Loss of Prestress. Estimating Prestress Loss in Pretensioned High-Strength Concrete . Temporary overstressing of the tendon followed by release and subsequent re-stressing will also reduce friction losses. In pre-tensioned members, when the tendons are cut and the prestressing force is transferred to the member, the concrete undergoes immediate shortening due to the prestressing force. Loss = m.f c. m - modular ratio and f c - prestress in concrete at the level of steel. hb```f``c`a`9 @ xsF P1$Pc1|X" A4#w13>@ t In the case of steel relaxation, the loss calculation requires an equation that takes time into account. . At which stage in the life of a prestress member is the prestress force the highest and the concrete compressive strength the lowest? An application example of external prestressing using fiber-reinforced polymer (FRP) tendons in highway bridge . Girder bottom stress after losses under prestress and dead load: f bottom = -P t /A g - P t e 54.5' /S b + M DNC /S b + M DC /S bc = -1.010 - 1.707 + 2.091 + 0.173 Losses in Prestress Due to Elastic Shortening of Concrete 5. This type of loss calculation has historical usage in building and transportation specifications. These include the following: 1.Chuck seating, also called chuck slippage, 2. Friction loss has two components, including the length or wobble effect and the curvature effect. As an example, when two tendons are tensioned sequentially, tensioning the second tendon causes loss due to elastic shortening on the first tendon. 2. (1) Anchorage seating losses: (2) Elastic shortening losses Because all tendons will be simultaneously tensioned the elastic shortening of concrete will not affect tendons since it will be taking place at the same time as tensioning and no loss of prestress force will take place. Recall that transfer is the moment at which the concrete first feels the prestress. Estimating Prestress Loss This section is based on the report of a task group sponsored by ACI-ASCE Committee 423, Prestressed Concrete1. Design Step 5 - Design of Superstructure Prestressed Concrete Bridge Design Example Task Order DTFH61-02-T-63032 5-27 . In recent history (as of 2019) hurricane Irma and typhoon Jebi have provided the best examples of loss creep impacting insurance, reinsurance and . The causes of the various losses in prestress are shown in the following chart. Wobble. Simplified methods for long term losses are appropriate for most designs. 0 The Final Total Prestress loss shown in the Leap Conspan output is calculated as follows. As a consequence, an excessive prestress loss may jeopardize the performance of PRC elements, especially in existing aging structures. The prestress losses are defined as the loss of tensile stress in the prestress steel which acts on the concrete component ofthe prestressed concrete section. The eccentricity "e" of a prestressed members can best be described as: 2, a moment of inertia of 125,390 in. + a)(2) Table 1 gives a summary of friction coefficients for various post-tension- ing tendons. xX]\ E&ioxC&-$@o'fcwg8n;0%)#i~Jv6a7iy_*xy34?0zeYKl|y]>>K2EV1 x?|7gcfkzz3hk; ?jz/\-+drZM#5f]>5(KR_AE| tm^>]_1-fBovd(,Ql?a[:JpZw/e`qJ0#w.5Z@~5~!_eMZLv1.2y. If tests of a specific anchorage device indicate a shortening u000fL, the decrease in unit stress in the prestressing steel is equal to Esu000fL/L, where L is the length of the tendon. Each tendon contains eighteen 7 wire compacted strand and the diameter of each strand is 18 mm. With reference to the example shown in Lecture 5, estimate the prestress losses of the beam but with the values of e-600 mm and the elastic modulus of Em (transfer) = 30 kN/mm. prestress: [verb] to introduce internal stresses into (something, such as a structural beam) to counteract the stresses that will result from applied load (as in incorporating cables under tension in concrete). At any point in time, the total strain can be calculated as the summation of the elastic and creep strains for all loads plus shrinkage strains. "The HCM includes three printed volumes (Volumes 1-3) that can be purchased from the Transportation Research Board in print and electronic formats. 37 0 obj <>/Filter/FlateDecode/ID[<660FDB66AA2CC764F68DFA33F0B5C2F4><0B242DE664038A4BA671DC349503B5DC>]/Index[18 35]/Info 17 0 R/Length 91/Prev 57565/Root 19 0 R/Size 53/Type/XRef/W[1 2 1]>>stream The value of a reflects the short-term losses due to elastic shortening, anchorage draw-in and friction.Total loss coefficient b accounts for the short term and long-term . :7 Guide to Estimating Prestress Losses. Define tendon properties and values/settings relating to instantaneous and time-dependent losses. It is important to select the type of prestressing steel as low-relaxation one. PCI Industry Handbook Committee, PCI Design Handbook, 8th Ed., PCI, Chicago, 2017. Then there is a loss of prestress. The effective stress in the steel is then, 0.75*270 - 19.24 = 183.26 ksi. It is prestressed with 9 %PDF-1.5 % They are also hampered by lack of time dependent information of material properties, loading and support conditions, environmental factors, and curing methods. but the prestress is adjusted automatically anyway to satisfy this. These three examples in-clude: (1) a concrete beam with straight strands, (2) a concrete beam with single-point depressed ten-dons, and (3) a concrete beam with two-point de-pressed tendons. Losses from elastic shortening and long-term effects, including creep, shrinkage, and relaxation, are computed for tendons which are modeled as objects, and may be specified for those modeled as loads. Initial losses include elastic shortening, anchorage seating and form or abutment deformations. Transfer. Three examples are demonstrated for the computa-tion of prestress losses. So the loss in prestress occurs due to friction between the concrete surface and the tendon . Numerical Example No Eccentricity. Example 2-1.1 A prestressed concrete sleeper produced by pre-tensioning method has a rectangular cross-section of 300mm 250 mm (b h). 2003). Prestress losses. The first two terms, chuck seating/slippage and bed shortening/bulkhead deflection, are typically the responsibility of the precaster, and should be included in the stressing calculations. Percentage creep varies from 1 to 5%. 2(a).There is a strong nonlinearity between F r and u rm which is significantly affected by prestress. 1. r"=@YZTm>l+O.hOvB=Z1ysA2#)erPm+oG2qB]Nb. Types of Losses in Prestress 2. 1979. The final report from the project included new prestress loss provisions that were found to be simpler, more conservative, and more precise than the current methods outlined within the AASHTO LRFD Bridge Design . Losses due to anchorage set, friction and elastic shortening are . The material model available to creep behavior is as follows: The material model available to shrinkage behavior is as follows: The material model available to steel relaxation is as follows: Ceb-Fip Model Code 1990, Telford, 1993. Answer to Solved Example 1.1 A pretensioned simply supported 10LDT24 endstream endobj startxref 3 Two common methods are published in the PCI Handbook method (Zia et al. Transfer. 1979), and the AASHTO LRFD specification. 4, a weight of 583 plf, and a surface volume-to-surface ratio of 4.09. Losses due to creep in concrete 4. The figure below shows the results of the final prestress of the first tendon after loss obtained through a structural analysis program. 3cUaV}&A3*#6D:F:H)A16{||EL{9\plfT%z#:w#lsmNU=/Hg_IF({7h6$@VULI~-WL~uvd>,U+ow_ Permissible stresses are: f tt = -1 N/mm2 f st = 0 N/mm2 f tc = 18 N/mm2 f sc = 22 N/mm2 . 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