Documentatie atasata la

Programe software pentru arhitectura, instalatii, structuri beton, metal CYPE

Ziduri de sprijin - Manual de utilizare CYPE

Limba: Engleza

128 afisari

Tip documentatie: Instructiuni montaj, utilizare

Pagina 1 - Ziduri de sprijin - Manual de utilizare CYPE Instructiuni montaj, utilizare Engleza II

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II Soil Retention Elements IMPORTANT: PLEASE READ THIS TEXT CAREFULLY The information contained within this document is the property of CYPE Ingenieros, S.A. and cannot be reproduced nor transfered in its entirety or partially in any way or means, whether it is mechanically or electronically, for any purpose, without the previous written authorization of CYPE Ingenieros, S.A. The infraction of property rights can constitute a felony charge. This document and the information within are an integral part of the documentation that accompanies the License for Use of the CYPE Ingenieros, S.A. software programs, and from which they are inseparable. Consequently, it is held to the same conditions and responsibilities. Do not forget that you must read, understand and accept the License for Use Contract of the software that this documentation is part of, before beginning the use of any component of this product. If you do NOT accept the terms of the License for Use Contract, return the softwa

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re and all the elements that accompany it to the place where it was purchased to obtain a full refund. This Manual corresponds to the version of the software denominated by CYPE Ingenieros, S.A. as Soil Retention Elements (Embedded Retaining Walls). The information contained within this document describes the characteristics and methods for the use of the program or programs that accompany it. The information within this document may have been modified after the mechanical edition of this book without prior notice. The software that accompanies this document may have been modified without prior notice. CYPE Ingenieros S.A. has other services available, such as program Updates, that will allow you to get the latest versions of the software and the corresponding documentation. If you have any questions regarding this text, the License for Use Contract of the software, or other inquiries, please contact your Local Authorized Dealer or CYPE Ingenieros S.A. at: www.cype.com © CYPE Ingenie

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ros S.A. (Registered in the European Community) Edited and printed in Alicante (Spain) Windows© is the registered trademark of Microsoft Corporation© CYPE Embedded Retaining Walls Table of Contents 1. Calculations ....................................................................... 7 2.1.2.1. 2.1.2.2. 2.1.2.3. 2.1.2.4. 1.1. Analysis Model ..................................................................... 7 1.2. Lateral Pressures ................................................................. 7 Building ................................................................. Adjacent property ................................................. Soil ......................................................................... Information ............................................................ 15 15 15 16 1.2.1.Seismic Analysis ............................................................ 9 2.2. Work mode .........................................................................

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16 1.3. Reinforcement Code Checks ............................................. 9 2.3. Program menus ................................................................. 16 1.3.1. Check for combined flexure and axial load .............. 10 2.3.1. F1 Key ......................................................................... 16 1.3.2. Check for shear .......................................................... 10 2.3.2. Question mark icon .................................................... 16 1.3.3. Check for the horizontal stiffeners ............................ 10 2.3.3. Quick Guide ................................................................ 17 1.3.4. Check for the vertical stiffeners ................................. 10 2.4. Assistant ............................................................................. 17 1.4. Design of the reinforcement ............................................. 10 2.5. Reports .............................................................

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1.3....

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.................. 17 1.4.1. Design of the vertical reinforcement ......................... 10 2.6. Plans .................................................................................. 17 1.4.2. Design of the horizontal reinforcement .................... 10 1.4.3. Design of the stiffeners .............................................. 10 3. Earth pressure calculations ............................................ 18 1.5. Design of secant pile walls ............................................... 11 3.1. Introduction ....................................................................... 19 1.6. Design of sheet pile walls ................................................. 11 3.2. Static earth pressure ......................................................... 19 1.6.1. Stress with slenderness factor .................................. 11 3.2.1. Calculation of the active pressure ............................ 19 1.6.2. Stress with top of wall load eccentricity .................

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.. 11 3.2.2. Calculation of the passive pressure .......................... 20 1.6.3. Slenderness ................................................................ 11 3.2.3. Calculation of the ‘at rest’ pressure .......................... 20 3.2.4. Pressure from loads situated on the ground ............ 3.2.4.1. Pressures produced by a uniformly distributed load ................................................................... 3.2.4.2. Pressures produced by a band load parallel to the top of the wall ............................................. 3.2.4.3. Pressures produced by a line load parallel to the top of the wall ............................................. 3.2.4.4. Pressures produced by a point or concentrated load in reduced areas (footings) ................ 3.2.4.5. Pressures from the ‘top of wall’ loads ................. 1.7. Design of Mini pile walls .................................................... 11 2. Program Description .................................

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3.2.2....

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...................... 12 2.1. Assistants ........................................................................... 12 2.1.1. Assistant 1. Reinforced concrete slurry wall for buildings ........................................................................... 2.1.1.1. General data ......................................................... 2.1.1.2. Soil ......................................................................... 2.1.1.3. Intermediate stages of excavation ...................... 2.1.1.4. Floor slabs (construction phases) ....................... 2.1.1.5. Service phase (finished job) ................................ 13 13 13 13 14 14 20 20 21 21 21 22 3.3. Dynamic earth pressure .................................................... 22 3.3.1. Calculation of the active pressure ............................ 22 3.3.1.1. Coefficient of active pressure in dynamic conditions ........................................................................... 22 2.1.2. Assistant 2. Reinfo

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rced concrete slurry walls for buildings of one or two basements ................................ 14 CYPE III IV Soil Retention Elements 3.3.1.2. Wall-soil friction angle .......................................... 3.3.1.3. Specific weight ..................................................... 3.3.1.4. Pressure from groundwater ................................. 3.3.1.5. Effects of the loads and surcharge in the exterior ...................................................................... 23 23 23 23 3.3.2. Calculation of the passive pressure .......................... 23 3.3.2.1. Specific weight ..................................................... 23 4. Questions and Answers ................................................. 24 CYPE Embedded Retaining Walls Soil Retention Elements Embedded Retaining Walls 5 6 Soil Retention Elements CYPE Embedded Retaining Walls 1. Calculations Very Important 1.1. Analysis Model Be aware that the program analyzes the embedded reta

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ining walls as structural elements subjected to the lateral pressures of the different soils and exterior loads applied to them. The analysis model employed consists of a vertical bar whose mechanical properties are obtained by transverse linear foot of wall. On this wall acts: the soil, in the exterior as well as the interior, the loads on the ground, the lateral support elements such as struts, active anchors, passive anchors, or construction elements like floor slabs, and the loads applied at the top of the wall. Geotechnical calculations, such as the determination of the end bearing resistance, frictional resistance, groundwater flow, etc., are not carried out and they must be the subject of an accompanying study based on the Geotechnical report. The same applies for elements like braces or struts, type of anchor, its diameter, anchorage length, etc., which also require a separate study. The introduction of lateral support elements such as struts, active anchors and passive anch

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ors, establish exterior conditions on the wall, which are modelled as springs with the same stiffness as the axial stiffness of the element. When a rock layer is introduced, the program considers the wall fixed if it is embedded into the layer for a length equal to or greater than two times the wall thickness. Between 8 in. and two times the thickness, the wall is considered to be simply supported by such layer, that is, rotation is allowed but displacement is restrained. The discretization of the wall is carried out every 10 in., obtaining the soil behavior diagram at each point. Furthermore, the model also includes the points at which the lateral supports act. 1.2. Lateral Pressures The lateral pressures that the soil exerts on the wall depend on the wall’s movement. To take this interaction into account, the program makes use of soil behavior diagrams like the one shown in the following figure: CYPE 7 8 Soil Retention Elements mally, if a geotechnical study has been carried

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out, it must provide the exact value of this modulus for the dimensions that the wall will have. These Subgrade Moduli come to represent the stiffness of the soil at a given point, and may differ according to the direction of the displacement. In addition, since the stiffness of the soil tends to increase with depth, a linear variation may be considered, known as the Gradient Subgrade Modulus, which the user introduces as the increment of the modulus per foot of depth. In this diagram, the soil is considered to behave plastically, in a way that between one phase and the next, the diagram is updated. The figure below shows this concept, where δpre is the displacement of the previous phase: Fig. 1.1 The critical points in the graph, ea, ep, and eo, are the known active, passive, and at rest pressures, respectively. The active and passive displacement limits are represented by δa and δp. These displacements are obtained through the active and passive Subgrade Moduli introduced by the

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user. The program calculates the coefficients of earth pressure based on the following formulations: - At rest earth pressure: Jaky formulation - Active earth pressure: Coulomb formulation Fig. 1.2 - Passive earth pressure: Rankine formulation To obtain information on the calculation of these pressures, consult the Earth pressure calculations in section 3. The values for the Subgrade Modulus, like any geotechnical parameter, are difficult to estimate. In the program, some guiding values are given for several types of soils, but it is recommended that specialized literature and empirical data from soil tests be consulted for more accurate values. Nor- CYPE If the wall continues to displace to the right, a point is obtained which moves on the load branch; while if its displacement changes direction, the pressure will vary along the unloading branch, which passes through the initial point. At the points where the soil exists on both the exterior and the interior, the behavior diagram

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The...

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employed is obtained by adding the corresponding diagrams at that depth on either side of the wall. Embedded Retaining Walls 1.3. Reinforcement Code Checks The procedure for checking the Code provisions applicable to the reinforcement is as follows: first, the geometric and strength criteria are verified for the horizontal and vertical reinforcement. Then, the stiffeners are checked. Geometric criteria include concrete cover, spacing limits, and minimum and maximum reinforcement ratios. Strength criteria follow the requirements for shear, combined bending and axial force, mechanical reinforcement ratios, and lap splice lengths. For more information, please see the Code checks report notes and the corresponding articles in the Code. Fig. 1.3 For the strength checks, the program establishes sections to verify every foot. In each one of the sections, the design forces are obtained based on the results of each phase and according to the following cases: 1.2.1.Seismic Analysis Seismi

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c action makes the pressures on the wall increase periodically. - C1: Axial, shear, and bending moment, multiplied by the load factor. The active pressure in seismic conditions is greater than the corresponding one for the static situation. - C2: Shear and bending moment, multiplied by the load factor, with no axial force. Similarly, the passive pressure that the wall can exert on the soil may be reduced considerably during seismic events. For the checks of ultimate limit states, the program applies the load factor introduced by the user, which is a function of whether the phase is a construction or service phase. To evaluate these pressures, a pseudo-static method has been employed with the coefficients of dynamic pressures based on the Mononobe-Okabe equations. For more information, please consult the Earth pressure calculations in section 3. The forces are always calculated by panel and the Code checks are carried out with respect to the resistant (effective) area of such pan

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el, as indicated in the following figure. In the results of each construction phase, two graphs are shown: the first without seismic action and the second with seismic action. Likewise, in the force reports, the results for anchorage elements, etc., both cases appear. Fig. 1.4 CYPE 9 10 Soil Retention Elements The next sections expand on some of the critical checks as well as those that the program verifies in addition to the Code requirements. 1.3.1. Check for combined flexure and axial load distributed along the whole height of the wall, and the spacing is equal to or less than 8 ft. These criteria have been extracted from the NTE (Spanish Technological Standards for Buildings), Soil Preparation, Foundations. The check for section strength (design strength) is carried out using as a constitutive law the stress-strain diagram with the simplified rectangle compression block. With this principle, the program can also differentiate zones of cracked concrete sections, due to comb

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ined forces, from uncracked sections. 1.3.4. Check for the vertical stiffeners The combined flexure and axial load check is implemented for all the Codes that the program allows for with their own peculiarities with respect to compatibility formulations and strains permitted for the materials that make up the section (steel and concrete). 1.4. Design of the reinforcement When the check is carried out, the program makes sure that the reinforcement is anchored properly to be able to consider them in the combined forces calculation. 1.3.2. Check for shear The check for this ultimate limit state is carried out, as with the combined flexure and axial load case, at different heights of the wall. Since the wall has no transverse reinforcement, only the contribution of the concrete is considered for resisting shear forces. The contribution of the concrete against shear is taken from the term Vc, which is obtained from the simple empirical formula stipulated by the Code. This term is a fun

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ction of the concrete strength and the width and effective depth of the section. 1.3.3. Check for the horizontal stiffeners The program verifies that: the diameter of the stiffener is at least equal to the base reinforcement, they are uniformly CYPE The same checks as for the horizontal stiffeners apply, but the spacing of the vertical stiffeners must be equal to or less than 5 ft. 1.4.1. Design of the vertical reinforcement From the total entries in the reinforcement table, the most economic of all the ones that comply with the Code requirements for strength, reinforcement ratios, spacing, etc., is selected. The base reinforcement, in addition to adhering to the spacing and minimum ratio criteria, must cover at least 50% of the zones where the maximum moment occurs. In those regions where the base reinforcement does not pass the checks, strengthening bars are provided. In the cases where the bar lengths are greater than those introduced by the user, the required lap splices are gen

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erated. 1.4.2. Design of the horizontal reinforcement From all the entries in the reinforcement table, the program selects the most economical from those that meet the spacing and quantity criteria described previously in section 1.3. 1.4.3. Design of the stiffeners The diameter of the stiffener bar, vertical as well as horizontal, must be equal to or greater than the largest diameter Embedded Retaining Walls product of the axial load at the top of the wall and the maximum eccentricity produced by the deformation of the wall. used in either the exterior or interior face. A number of bars are provided so that the spacing of the horizontal stiffeners is at most 8 ft., and 5 ft. for the vertical stiffeners. 1.6.3. Slenderness 1.5. Design of secant pile walls The slenderness must not be greater than the value recommended by the Code when the element is subject to compression forces. The design of reinforced concrete secant pile walls follows the same procedure as for slurry walls

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1.4.2. ...

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. All the reinforcement Code Checks listed in section 1.3 apply except for stiffeners which are not used in this type of walls. 1.7. Design of Mini pile walls Mini pile walls are cylindrical elements, drilled on site, reinforced with steel tubing and filled with grout or cement mortar, and whose diameters do not usually surpass 12 in. The user must define the exterior diameter or the excavation diameter, and the program selects the cylindrical steel tube from those defined in the library. The design of the Mini pile follows from combined flexure and axial loads. For the calculation of the concrete section in ultimate limit states, the program uses the strain compatibility method, with the corresponding concrete and steel stress-strain diagrams. Beginning with the section chosen for the job, all the sections in the series are checked in sequence. A minimum or accidental eccentricity is considered, as well as the buckling eccentricity based on the Code, limiting the value of the mechani

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cal slenderness, also as indicated by the Code. 1.6. Design of sheet pile walls Once a series and a profile within the series have been chosen, the design may proceed. In the case that the profile does not meet the strength requirements, the program places the next section in the series and analyzes the wall again, since the stresses also change when the profile changes. Next, the check is run once more, and if the new section does not pass either, then the process is repeated. The checks made on this type of wall are the following: 1.6.1. Stress with slenderness factor Von Misses stress calculated from the normal stress (a function of the axial force, effective length due to the slenderness, bending moment, and the section modulus) and the tangent stress (a function of the shear force and the resisting shear area). The effective length considered is the clear distance in each phase, taking into account that the embedded portion is fixed, or the distance between points of zero momen

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t (when there are floor slabs, struts, etc., that produce inflection points in the bending moment diagram). 1.6.2. Stress with top of wall load eccentricity The maximum size of the circular tube is limited to the diameter of the Mini pile. In this case, rather than multiplying the axial force by the effective length factor as in the previous situation, the program considers the additional moment calculated from the CYPE 11 12 Soil Retention Elements 2. Program Description Fig. 2.1 2.1. Assistants When creating a new job, the Assistant Selection dialogue will open. Fig. 2.2 CYPE Embedded Retaining Walls 2.1.1.1. General data If you create a new job with an Assistant, the program generates the data necessary to describe it, depending on the type of Assistant selected, using a minimum number of parameters introduced in sequence. It includes the generation of the construction process and the pre-dimensioning of the geometry of a reinforced concrete slurry wall - excavated b

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y phases with successive bracing (temporary or permanent). A wall that supports the various floors at the different heights while considering the possibility of having adjacent structures. It will also generate the final service stage in which the wall is able to support the load of a building. Any data generated can be reviewed and/or modified after the job has been created. One must indicate the total depth of the excavation. The pre-dimensioning of the wall thickness is H/20 (where H is the excavation depth), with a minimum of 18 in. and a maximum of 42 in. Rounding occurs to values of 18, 24, 32, and 42. Fig. 2.3 2.1.1.2. Soil The total height of the wall varies between 2H and 1.4H, depending on whether the excavation is braced or not. A value within that range is chosen based on the number of excavation phases. If rock exists at a shallower depth, the wall will be embedded 4 in. into the layer; this is the minimum value to consider the wall simply supported at that point. Th

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ere is the possibility of introducing ground water, rock, and a surcharge on the ground in the exterior. In addition, one must configure the different soil layers found. To understand the approximations made, read the help windows for every dialogue of the Assistant. There are two types of Assistants: 2.1.1. Assistant 1. Reinforced concrete slurry wall for buildings Fig. 2.4 Assistant for the generation of walls of various levels. Data entry dialogues appear successively and their options contain on-screen help through the question mark icon. Note that when an “elevation” is called for, one must introduce a negative sign since the program takes the ground surface as elevation 0'-0". 2.1.1.3. Intermediate stages of excavation One must define the number of excavation stages in which anchors are placed, and for each, the elevation and type of CYPE 13 14 Soil Retention Elements anchor (strut, permanent or provisional active anchor, permanent or provisional passive anchor). T

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he anchor has its own elevation. For each excavation stage, the Assistant generates 2 phases. The first is the excavation of the ground, and the second is the placement of the anchorage. The elevations of the excavation stages cannot be greater than the value of the total excavation depth indicated in the first window of the Assistant, General data. If, for example, the total depth of the excavation is 30 ft. and its excavation stages are of 10ft., only two stages need to be defined: the first, at the elevation -10 ft., and the second at -20 ft. The program automatically generates the last excavation stage without an anchorage phase. Fig. 2.6 2.1.1.5. Service phase (finished job) One may introduce the loads at the top of the wall, if any, and the service phase shears that the basement floors transfer to the wall. Fig. 2.5 2.1.1.4. Floor slabs (construction phases) This is the list of floors and foundation (if this exerts an anchorage type effect), indicating their top elevation, de