The document provides an overview of the design procedure and requirements for analyzing the dynamic response of a tabletop foundation that supports large rotating equipment. It outlines the steps, which include: 1) preliminary sizing and geometry of the foundation, 2) determining design loads from the equipment, 3) dynamic analysis to calculate natural frequencies and mode shapes, 4) response spectrum or time history analysis to evaluate vibration performance, and 5) structural sizing to satisfy strength requirements. Key considerations discussed include avoiding resonant vibrations, applying dynamic loads as harmonic functions, and limiting vibration velocities and foundation settlements.
Dynamic analysis of machine foundation: when a static force cannot give the f...Gary Yung
This paper presents various design approaches for machine foundations from a rule of thumb static design to a comprehensive dynamic analysis and discusses their design limitations.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. Rules from EN 1998-1-1 for global analysis, regularity criteria, type of analysis and verification checks are presented. Detail design rules for concrete beam, column and shear wall, from EN 1998-1-1 and EN1992-1-1 are presented. This guide covers the design of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
Dynamic analysis of machine foundation: when a static force cannot give the f...Gary Yung
This paper presents various design approaches for machine foundations from a rule of thumb static design to a comprehensive dynamic analysis and discusses their design limitations.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. Rules from EN 1998-1-1 for global analysis, regularity criteria, type of analysis and verification checks are presented. Detail design rules for concrete beam, column and shear wall, from EN 1998-1-1 and EN1992-1-1 are presented. This guide covers the design of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
The Manual explains the concept of transferring the load from the super structure up to the soil throughout Piles, which has a capacity of (End bearing, and Skin friction). It illustrates the steps needed to produce a full and safe foundation for your Super Structure.
The Pushover Analysis from basics - Rahul LeslieRahul Leslie
Pushover analysis has been in the academic-research arena for quite long. The papers published in this field usually deals mostly with proposed improvements to the approach, expecting the reader to know the basics of the topic... while the common structural design practitioner, not knowing the basics, is left out from participating in those discussions. Here I’m making an effort to bridge that gap by explaining the Pushover analysis, from basics, in its simplicity.
A write up on this topic can be found at http://rahulleslie.blogspot.in/p/blog-page.html, though does not cover the full spectrum presented in this slide show.
Comparision of Design Codes ACI 318-11, IS 456 2000 and Eurocode IIijtsrd
National building codes have been formulated in different countries to lay down guidelines for the design and construction of structures. The codes have been evolved from the collective wisdom of expert structural engineers, gained over the years. These codes are periodically revised to bring them in line with current research, and often current trends. The main function of the design codes is to ensure adequate structural safety, by specifying certain essential minimum reinforcement for design. They render the task of the designer relatively easy and simple, results are often formulated in formulas or charts. The codes ensure a certain degree of consistency among different designers. Finally, they have some legal validity in that they protect the structural designer from any liability due to structural failures that are caused by inadequate supervision and or faulty material and construction. The aim of this project is to compare the design codes of IS 456-2007, ACI 318-11code and Eurocode II. The broad design criteria like stress strain block parameters, L D ratio, load combinations, formula will be compared along with the area of steel for the major structural members like beams, slab, columns, footing to get an over view how the codes fair in comparison with each other. The emphasis will be to put the results in tabular and graphical representation so as to get a better clarity and comparative analysis. Iqbal Rasool Dar "Comparision of Design Codes ACI 318-11, IS 456:2000 and Eurocode II" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-1 , December 2018, URL: http://www.ijtsrd.com/papers/ijtsrd18949.pdf
http://www.ijtsrd.com/engineering/civil-engineering/18949/comparision-of-design-codes-aci-318-11-is-4562000-and-eurocode-ii/iqbal-rasool-dar
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
Tower design using Dynamic analysis method is now became easier than ever with this simple and effective PDF manual. Starting from modeling, defining till computing results based on Dynamic Analysis you can build the tower of your dream.
Engineering is fun and so does this PDF !
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
Part-I: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pro...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-I of a two part series.
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from ETABS with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2. The process of designing elements will not be revolutionised as a result of using Eurocode 2.
The Manual explains the concept of transferring the load from the super structure up to the soil throughout Piles, which has a capacity of (End bearing, and Skin friction). It illustrates the steps needed to produce a full and safe foundation for your Super Structure.
The Pushover Analysis from basics - Rahul LeslieRahul Leslie
Pushover analysis has been in the academic-research arena for quite long. The papers published in this field usually deals mostly with proposed improvements to the approach, expecting the reader to know the basics of the topic... while the common structural design practitioner, not knowing the basics, is left out from participating in those discussions. Here I’m making an effort to bridge that gap by explaining the Pushover analysis, from basics, in its simplicity.
A write up on this topic can be found at http://rahulleslie.blogspot.in/p/blog-page.html, though does not cover the full spectrum presented in this slide show.
Comparision of Design Codes ACI 318-11, IS 456 2000 and Eurocode IIijtsrd
National building codes have been formulated in different countries to lay down guidelines for the design and construction of structures. The codes have been evolved from the collective wisdom of expert structural engineers, gained over the years. These codes are periodically revised to bring them in line with current research, and often current trends. The main function of the design codes is to ensure adequate structural safety, by specifying certain essential minimum reinforcement for design. They render the task of the designer relatively easy and simple, results are often formulated in formulas or charts. The codes ensure a certain degree of consistency among different designers. Finally, they have some legal validity in that they protect the structural designer from any liability due to structural failures that are caused by inadequate supervision and or faulty material and construction. The aim of this project is to compare the design codes of IS 456-2007, ACI 318-11code and Eurocode II. The broad design criteria like stress strain block parameters, L D ratio, load combinations, formula will be compared along with the area of steel for the major structural members like beams, slab, columns, footing to get an over view how the codes fair in comparison with each other. The emphasis will be to put the results in tabular and graphical representation so as to get a better clarity and comparative analysis. Iqbal Rasool Dar "Comparision of Design Codes ACI 318-11, IS 456:2000 and Eurocode II" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-1 , December 2018, URL: http://www.ijtsrd.com/papers/ijtsrd18949.pdf
http://www.ijtsrd.com/engineering/civil-engineering/18949/comparision-of-design-codes-aci-318-11-is-4562000-and-eurocode-ii/iqbal-rasool-dar
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
Tower design using Dynamic analysis method is now became easier than ever with this simple and effective PDF manual. Starting from modeling, defining till computing results based on Dynamic Analysis you can build the tower of your dream.
Engineering is fun and so does this PDF !
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
Part-I: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pro...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-I of a two part series.
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from ETABS with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2. The process of designing elements will not be revolutionised as a result of using Eurocode 2.
Pushover is a static-nonlinear analysis method where a structure is subjected to gravity loading and a monotonic displacement-controlled lateral load pattern which continuously increases through elastic and inelastic behavior until an ultimate condition is reached. Lateral load may represent the range of base shear induced by earthquake loading, and its configuration may be proportional to the distribution of mass along building height, mode shapes, or another practical means.
The static pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The expectation is that the pushover analysis will provide adequate information on seismic demands imposed by the design ground motion on the structural system and its components. The purpose of the paper is to summarize the basic concepts on which the pushover analysis can be based, assess the accuracy of pushover predictions, identify conditions under which the pushover will provide adequate information and, perhaps more importantly, identify cases in which the pushover predictions will be inadequate or even misleading.
seismic response of multi storey building equipped with steel bracingINFOGAIN PUBLICATION
Steel bracing has proven to be one of the most effective systems in resisting lateral loads. Although its use to upgrade the lateral load capacity of existing Reinforced Concrete (RC) frames has been the subject of numerous studies, guidelines for its use in newly constructed RC frames still need to be developed. In this paper the study reveals that seismic performance of moment resisting RC frames with different patterns of bracing system. The three different types of bracings were used i.e. X - bracing system, V - bracing system and Inverted V - bracing system. This arrangement helped in reducing the structural response (i.e. displacement, interstorey drift, Shear Forces & Bending Moments) of the designed building structure. An (G+6) storey building was modelled and designed as per the code provisions of IS-1893:2002. And linear analysis is been carried out in the global X direction. The analysis was conducted with a view of accessing the seismic elastic performance of the building structure.
Performance of Flat Slab Structure Using Pushover AnalysisIOSR Journals
Performance Based Seismic Engineering is the modern approach to earthquake resistant design. It
is a limit-state based design approach extended to cover complex range of issues faced by structural engineers.
Flat slabs are becoming popular and gaining importance as they are economical as compared to beam-column
connections in conventional slab. Many existing flat slabs may not have been designed for seismic forces so it is
important to study their response under seismic conditions and to evaluate seismic retrofit schemes. In this
paper we have discussed the results obtained by performing push over analysis on flat slabs by using most
common software SAP2000. A (G+7) frame having 5 bays is considered for analysis. It is observed that the
performance point of flat slab is more as compared to conventional building.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
Saudi Arabia stands as a titan in the global energy landscape, renowned for its abundant oil and gas resources. It's the largest exporter of petroleum and holds some of the world's most significant reserves. Let's delve into the top 10 oil and gas projects shaping Saudi Arabia's energy future in 2024.
NUMERICAL SIMULATIONS OF HEAT AND MASS TRANSFER IN CONDENSING HEAT EXCHANGERS...ssuser7dcef0
Power plants release a large amount of water vapor into the
atmosphere through the stack. The flue gas can be a potential
source for obtaining much needed cooling water for a power
plant. If a power plant could recover and reuse a portion of this
moisture, it could reduce its total cooling water intake
requirement. One of the most practical way to recover water
from flue gas is to use a condensing heat exchanger. The power
plant could also recover latent heat due to condensation as well
as sensible heat due to lowering the flue gas exit temperature.
Additionally, harmful acids released from the stack can be
reduced in a condensing heat exchanger by acid condensation. reduced in a condensing heat exchanger by acid condensation.
Condensation of vapors in flue gas is a complicated
phenomenon since heat and mass transfer of water vapor and
various acids simultaneously occur in the presence of noncondensable
gases such as nitrogen and oxygen. Design of a
condenser depends on the knowledge and understanding of the
heat and mass transfer processes. A computer program for
numerical simulations of water (H2O) and sulfuric acid (H2SO4)
condensation in a flue gas condensing heat exchanger was
developed using MATLAB. Governing equations based on
mass and energy balances for the system were derived to
predict variables such as flue gas exit temperature, cooling
water outlet temperature, mole fraction and condensation rates
of water and sulfuric acid vapors. The equations were solved
using an iterative solution technique with calculations of heat
and mass transfer coefficients and physical properties.
6th International Conference on Machine Learning & Applications (CMLA 2024)ClaraZara1
6th International Conference on Machine Learning & Applications (CMLA 2024) will provide an excellent international forum for sharing knowledge and results in theory, methodology and applications of on Machine Learning & Applications.
Understanding Inductive Bias in Machine LearningSUTEJAS
This presentation explores the concept of inductive bias in machine learning. It explains how algorithms come with built-in assumptions and preferences that guide the learning process. You'll learn about the different types of inductive bias and how they can impact the performance and generalizability of machine learning models.
The presentation also covers the positive and negative aspects of inductive bias, along with strategies for mitigating potential drawbacks. We'll explore examples of how bias manifests in algorithms like neural networks and decision trees.
By understanding inductive bias, you can gain valuable insights into how machine learning models work and make informed decisions when building and deploying them.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
Online aptitude test management system project report.pdfKamal Acharya
The purpose of on-line aptitude test system is to take online test in an efficient manner and no time wasting for checking the paper. The main objective of on-line aptitude test system is to efficiently evaluate the candidate thoroughly through a fully automated system that not only saves lot of time but also gives fast results. For students they give papers according to their convenience and time and there is no need of using extra thing like paper, pen etc. This can be used in educational institutions as well as in corporate world. Can be used anywhere any time as it is a web based application (user Location doesn’t matter). No restriction that examiner has to be present when the candidate takes the test.
Every time when lecturers/professors need to conduct examinations they have to sit down think about the questions and then create a whole new set of questions for each and every exam. In some cases the professor may want to give an open book online exam that is the student can take the exam any time anywhere, but the student might have to answer the questions in a limited time period. The professor may want to change the sequence of questions for every student. The problem that a student has is whenever a date for the exam is declared the student has to take it and there is no way he can take it at some other time. This project will create an interface for the examiner to create and store questions in a repository. It will also create an interface for the student to take examinations at his convenience and the questions and/or exams may be timed. Thereby creating an application which can be used by examiners and examinee’s simultaneously.
Examination System is very useful for Teachers/Professors. As in the teaching profession, you are responsible for writing question papers. In the conventional method, you write the question paper on paper, keep question papers separate from answers and all this information you have to keep in a locker to avoid unauthorized access. Using the Examination System you can create a question paper and everything will be written to a single exam file in encrypted format. You can set the General and Administrator password to avoid unauthorized access to your question paper. Every time you start the examination, the program shuffles all the questions and selects them randomly from the database, which reduces the chances of memorizing the questions.
HEAP SORT ILLUSTRATED WITH HEAPIFY, BUILD HEAP FOR DYNAMIC ARRAYS.
Heap sort is a comparison-based sorting technique based on Binary Heap data structure. It is similar to the selection sort where we first find the minimum element and place the minimum element at the beginning. Repeat the same process for the remaining elements.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdf
Design Procedure of Tabletop Foundations for Vibrating Machines
1. Kee H. Lee, P.E. (kee007.lee@samsung.com)
Civil & Architectural Engineering Department
June 23th, 2016
2. 2
I. Overview
II. Basic Concepts of Dynamics
III. Design Requirements
IV. Preliminary Sizing
V. Design Loads
VI. Impedance (Stiffness and Damping)
VII. Dynamic Analysis Using STAAD Pro
Contents
4. 4
Overview
Tabletop-type foundation
Elevated support is common for large turbine-driven equipment such as
electric generators. Elevation allows for ducts, piping, and ancillary items
to be located below the equipment.
Tabletop structures are considered to be flexible, hence their response to
dynamic loads can be quite complex and depend both on the motion of its
discreet elements (columns, beams, and footing) and the soil upon which
it is supported.
5. 5
Overview
Design Procedure of Tabletop Foundation
Out of Resonance Range?
0.8 fm < f < 1.2 fm
Modal Analysis
(Eigenvalue)
Yes
Amplitude (or Velocity)
Limit, OK?
Time History Analysis
with Harmonic Loads
Yes
No
Unbalanced Forces &
Static Operating Loads
No
Tune upFDN.
Geometry
Preliminary
Foundation Sizing
Allowable Bearing
Capacity, OK?
Shallow Foundation
Detail Sizingwith EQ. Data
Pile Foundation
Pile CapDesign
Calculate Contact
Pressure (qmax, qmin)
Yes
No
75% of the allowable
bearing capacity
Start of Stability Check
End of Stability Check
Impedance:
Stiffness and Damping
Start of Vibration
Dynamic Analysis
DesignLoads and
LC per ASCE 7
Static Structural
Analysis
Modal Response
Spectrum Analysis
Member Sizing
Design Requirements
per ASCE 7, OK?
Yes
No
Design Requirements
per ACI 318, OK?
No
Re-design
Structure
Start of Structural
Analysis & Design
End of Vibration
Dynamic Analysis
Yes
End of Structural
Analysis & Design
6. 6
Codes & Standards
1. ASCE 7-10, American Society of Civil Engineers, "Minimum Design Loads for Buildings
and Other Structures."
2. ACI 318M-14, American Concrete Institute, "Building Code Requirements for Structural
Concrete and Commentary."
3. ACI 351.3R-04, Report on "Foundations for Dynamic Equipment."
4. PIP STC01015, Structural Design Criteria
Reference
1. S. Arya, M. O'Neill, and G. Pincus, "Design of Structures and Foundations for Vibrating
Machines", Gulf Publishing Company, Houston, Texas, May, 1981.
Overview
8. 8
Static Structural Analysis:
Might ensure that the design will withstand steady-state loading conditions, but it may
not be sufficient, especially if the load varies with time.
Dynamic Structural Analysis:
Used to determine the behavior of structures subjected to loads which vary with time.
Inertia, and possibly damping of the structure play an important role.
Dynamics also include the study of free vibrations, i.e., the oscillations of a structure
after the force causing the motion has been removed.
Basic Information on Dynamic Analysis
9. 9
F
M
V
k
F
Fxk sta
staS xkF
F(t)
M(t)
V(t)
Inertia
forces
)(tFxkxcxm dyndyndyn
Static Loading Condition
Dynamic Loading Condition
Basic Information on Dynamic Analysis
10. 10
Modal Analysis:
Modal analysis is used to determine a
structure’s natural frequencies and mode
shapes.
Allows the design to avoid resonant
vibrations or to vibrate at a specified
frequency.
Basic Information on Dynamic Analysis
11. 11
Basic Information on Dynamic Analysis
Fundamental and two higher translational modes
of oscillation along X-direction
Two translational and one rotational mode shapes
Basic Modes of Oscillation
image source: http://www.iitk.ac.in/nicee/IITK-GSDMA/EBB_001_30May2013.pdf
12. 12
Response Spectrum Analysis:
A response-spectrum analysis can be used to determine how a structure responds to
earthquakes.
Basic Information on Dynamic Analysis
13. 13
Basic Information on Dynamic Analysis
Equivalent SDOF Structures Corresponding to Each Mode of Oscillation of Building
image source: http://www.iitk.ac.in/nicee/IITK-GSDMA/EBB_001_30May2013.pdf
14. 14
Artificial Time History Acceleration Matched to a Code Spectrum
(Amr S. Elnashai, Fundamentals of Earthquake Engineering)
Basic Information on Dynamic Analysis
15. 15
Response Time History Analysis:
A response time history analysis can be used to calculate a structure’s response
to time varying loads.
This analysis is performed using the modal superposition method used in
STAAD.
A machinery foundation is defined as a structure subjected to harmonic loading,
therefore the analysis is carried out applying unbalancing forces for checking
the vibration performance.
Basic Information on Dynamic Analysis
16. 16
Basic Information on Dynamic Analysis
Derivation of Elastic Spectra (Amr S. Elnashai, Fundamentals of Earthquake Engineering)
18. 18
Requirements Description
1 Codes & Standard ACI 351.3R
2 Frequency Ratio 0.8 < 𝑓𝑜/ 𝑓𝑛 < 1.2 (per ACI 351.3R)
3 Isolation
The foundation which needs to be designed through a detail dynamic analysis shall be
isolated from the adjacent foundation and/or structure.
4
Exemption Provisions
from Dynamic Analysis
Centrifugal:
Less than 500 HP (375 kW) and 3 times total machine weight
(2.5 times for pile foundation as per ACI 351.3R)
Reciprocating:
Less than 200 HP (150 kW) and 5 times total machine weight
(4 times for pile foundation as per ACI 351.3R)
5
Vibration Performance Criteria
- Vibration Velocity
Centrifugal: 0.12 inch/sec (3.0 mm/sec)
Reciprocating: 0.15 inch/sec (3.8 mm/sec) (per PIP STC01015)
7 Allowable Bearing Capacity
The maximum soil pressure and/or pile reaction due to static and dynamic load combinatio
ns shall not exceed 75% of the allowable soil and/or bearing capacity. (per PIP STC01015)
8 Allowable Settlement
uniform settlement: 1 inch (25 mm)
differential settlement: 3/4 inch (20 mm)
Design Requirements
Design Criteria for Vibrating Equipment Foundations
19. 19
Design Requirements
Resonance Range: 0.7 fe < fs < 1.3 fe
fe : Frequency of Dynamic Force (Operating Speed of Machine)
fs : Frequency of Supporting System (Equipment + Foundation)
Decoupling Mass Ratio: me / ms
me : Mass of Vibrating Machine
ms : Mass of Foundation
☞ Ignore interaction if the condition is satisfied
20. 20
Vibration Criteria for Rotating Machinery
General Limits for Personnel Sensitivity
(Relationship between Displacement Amplitude and Vibration Frequency)
Design Requirements
21. 21
Horizontal Peak Velocity
(in./sec)
Machine Operation
<0.005
0.005-0.010
0.010-0.020
0.020-0.040
0.040-0.080
Extremely smooth
Very smooth
Smooth
Very good
Good
0.080-0.160
0.160-0.315
0.315-0.630
>0.630
Fair
Slightly rough
Rough
Very rough
Acceptance Criteria for Vibrations of Rotating Machinery
R. L. Baxter and D. L. Bernhard, "Vibration Tolerances for Industry",
ASME paper 67- PEM-14, Plant Engineering and Maintenance
Conference, Detroit, Michigan, April,1967.
Design Requirements
General Machinery Vibration Severity Chart
(Baxter and Bernhard 1967).
22. 22
No. Seismic Design Requirement Application Remark (for a Case: Seismic Design Category B)
1 Vertical Seismic Load Effect N/A SDS is less than 0.125
2 Orthogonal Combination of Horizontal Seismic Loads N/A Not Required for Seismic Design Category B
3 Horizontal Structural Irregularities N/A No Irregularity
4 Vertical Structural Irregularities N/A No Irregularity
5 Diaphragm Flexibility N/A Rigid Diaphragm
6 Torsional Effects Applied automatically included in the structural analysis
7 Amplification of Accidental Torsional Moment N/A Not Required for Seismic Design Category B
8 Story Drift N/A Not Required for Seismic Design Category B
9 P-delta Effects Applied checked as per Sect. 12.8.7, ASCE 7-10
Seismic Design Requirements (Chaps. 12 & 15, ASCE 7-10)
Design Requirements
23. 23
Seismic Coefficients for Nonbuilding Structure Similar to Building (Table 15.4-2, ASCE 7-10)
Response Modification Factor (R): 3.0 for ordinary reinforced concrete moment structure
Overstrength Factor (Ω0): 3.0 for ordinary reinforced concrete moment structure (not used in the calculations)
Deflection Amplification Factor (Cd): 2.5 for ordinary reinforced concrete moment structure
Redundancy Factor (ρ): 1.0 for Seismic Design Category B structure
For more convenient design using STAAD program, the "modal response spectrum analysis" is selected for the
structural analysis.
The base shear based on ELF (and T = Ta Cu) should be calculated to check if the computed from modal analysis is
less than 85% of the ELF base shear.
Design Requirements
24. 24
Inelastic Force-Deformation Curve
original source:
A Brief Guide to Seismic Design Factors
Design Requirements
Multiply spectral accelerations by modal
participation factor and by (I/R)
For determining drift, multiply the results of the
modal analysis (including the I/R scaling but not the
85% scaling) by Cd/I.
It is permitted to be neglected for the Seismic Design
Category B structure not having horizontal
irregularity Type 1a or 1b of table 12.3-1, ASCE 7-10.
25. 25
Basic Strategy of Earthquake Design:
Calculate maximum elastic forces and reduce by a factor to obtain design forces.
Design Requirements
Special Reinforced
Concrete Moment Frames
27. 27
Preliminary member sizing and geometrical arrangement constitute the initial design phase for
the structural system.
The vendor will provide a preliminary foundation outline drawing, which can be used in the initial
design phases.
Deck System/Beams
Beam depth should be equal to approximately 0.2 times the clear span or 600 mm (2 ft),
whichever is greater.
The beams should not deflect more than 0.5 mm (0.02") when subjected to static loads.
Preliminary Sizing
28. 28
Columns
Locate columns at the intersection of beams where they are stressed approximately equally
under static vertical loads.
The column dimensions should not be less than one eighth of the unsupported column
length and should not be smaller than 0.14 m2 (1.5 ft2).
The center of column rigidity for the column group should coincide with the point of dynamic
load application, and should also be compatible (eccentricity less than 5%) with the center of
mass of the equipment including the top half of the structural mass.
Preliminary Sizing
29. 29
Preliminary Sizing
Mat
The minimum thickness of mat shall not be less than the following.
tmin = 0.6 + L/30 (m) ≥ 750 mm (2.5 ft) , where L is the foundation length.
The weight of the mat foundation plus soil surcharge should be at least equal to the weight
of the deck plus vibrating equipment.
The following rule-of-thumb formula proposed by the ASCE task committee (Ref. 9.10) can
also be used for calculating the minimum thickness, t, for soil-supported mat foundation:
tmin = 0.07 L4/3 (ft) , where L is the average of two adjacent spans between columns, in terms
of feet.
31. 31
Load Type Design Loads Check V/P Data Remark
Static
Dead Loads Applied Required
Live Loads Applied Required
personnel, tools, maintenance equipment
and materials
Wind Loads Applied if any
to be calculated in the structural design
(not governing)
Seismic Loads Applied if any to be calculated in the structural design
Static Operating Loads Applied Required
during normal operation
(not time-varying loads by machine)
Special Loads for Elevated-type FDN N/A N/A
Erection and Maintenance Loads Applied if any temporary load
Thermal Loads Applied if any not governing (except under constrained conditions)
Dynamic
Dynamic Loads
due to Unbalanced Masses
Applied Required operating speed, loading point, phase difference
Design Loads for Machinery Foundation (as per ACI 351.3R)
Design Loads
32. 32
Design Loads
The dynamic loads due to unbalanced masses are generally reflected by loading sinusoidally-varying
loads at the C.O.G in the analysis model including the rigid links and a lumped mass attached at the
dynamic loading point. If dynamic loads are applied at the anchor points, those loads should include the
additional coupled forces.
34. 34
Design Loads
The normal torque (sometimes called drive torque) is generally applied to the foundation as a static force
couple in the vertical direction at the anchor points
35. 35
Static Loads (Not Time-varing)
Self-weight of Equipment
Case 1: All loads are applied to the C.O.G. (Center of Gravity).
Case 2: All loads are applied to the anchor locations.
Case 2
Wself /2 Wself /2
Wself
Case 1
Design Loads
36. 36
Static Loads (Not Time-varing)
Static Operating Loads: Additional Weight
Case 2
Woper
Woper /2 Woper /2
Case 1: All loads are applied to the C.O.G. (Center of Gravity).
Case 2: All loads are applied to the anchor locations.
Case 1
Design Loads
37. 37
T
L
Static Loads
Static Operating Loads: Torque
Case 1: All loads are applied to the C.O.G. (Center of Gravity).
Case 2: All loads are applied to the anchor locations.
L
T/L T/L
Case 1 Case 2
h h
where
NT = normal torque, N·m
Ps = power being transmitted by the shaft
at the connection, kilowatts
f0 = machine operating speed, rpm
NT =
(9550)(Ps)
f0
N ∙ m
Design Loads
38. 38
L
Dynamic Loads
L
Case 1
h h
F(t)
FX(t)
FY(t)
FX(t)
FY(t)
M(t)
M(t)=FX(t) × h
Case 1-1
Case 1: All loads are applied to the C.O.G. (Center of Gravity).
Case 1-1: All loads are applied to the center point between two anchors
Case 2: All loads are applied to the anchor locations.
Design Loads
39. 39
L
Dynamic Loads Case 1: All loads are applied to the C.O.G. (Center of Gravity).
Case 1-1: All loads are applied to the center point between two anchors
Case 2: All loads are applied to the anchor locations.
L
Case 2
h h
FX(t) /2
FY(t) /2
FX(t) /2
FY(t) /2
FX(t)×h /L FX(t)×h /L
+
Design Loads
41. 41
Design Loads
Because the motion repeats itself over equal intervals of time, it is called
periodic motion. Furthermore, motion that is described in terms of the
circular functions, sine and cosine, is known as harmonic motion. (All
harmonic motion is periodic, but not all periodic motion is harmonic.)
The parameter p is referred to as the (natural) circular frequency, E is called
the amplitude, and α is known as the phase angle. As shown in the figure
above, τ denotes the period of the motion—that is, the time taken by one
complete cycle of the motion.
Dividing it by m,
Undamped Free Vibrations (vertical motion of the mass-spring system)
Harmonic Loading for Time History Analysis
(STAAD Input)
42. 42
Type Applied Load Loading Point
Rotating
Mass
Force
Operating
Speed (fo)
Remark
Weight
Fcomp = 40,000 kgf COG of Compressor
Fbase = 18,500 kgf Anchor Locations Baseplate
Dynamic Unbalanced Force COG of Compressor 193.68 kg 950 kgf 3055 rpm 1900 kgf
Design Loads Induced by Compressor
Compressor Gear Motor
V/P Data Example (Centrifugal Type): Design Loads Induced by Compressor
43. 43
1. The COG of the motor shall be provided to calculate the seismic load.
2. The phase differences between dynamic forces in three directions shall be
informed to compute the correct response of the foundation.
Type Applied Load Loading Point Rotating Mass
Operating
Speed (fo)
Phase Remark
Weight FMotor = 284.4 kN COG of Motor 47.4×6=284.4
Dynamic
Fv_left = 87.0 kN Anchor Locations 1800 rpm Required Is this a unbalanced force?
Fv_right = 87.0 kN Anchor Locations 1800 rpm Required Is this a unbalanced force?
Fh = 11.0 kN Anchor Locations 1800 rpm Required Is this a unbalanced force?
Faxis = 2.2 kN Anchor Locations 1800 rpm Required Is this a unbalanced force?
Short
Circuit
(Max.)
Fv = 201.4 kN Anchor Locations Required Required Accidental load case
Fh = 82.5 kN Anchor Locations Required Required Same as above
Faxis = 2.2 kN Anchor Locations Required Required Same as above
V/P Data Example (Centrifugal Type): Design Loads Induced by Motor
44. 4444
V/P Data Example (Centrifugal Type): Design Loads Induced by Gear
FGS
Unbalanced
Force 2
Unbalanced
Force 2
The C.O.G. locations shall be shown in the drawing
to apply unbalanced forces due to the pinion and the bull gear.
Type Applied Load Loading Point
Rotating
Mass
Operating
Speed (fo)
Eccentricity Remark
Weight FG = 52,307 N COG of Gear (total)
Static
Operating
Mges =127,605 N·m COG of Gear (total)
Ff = 141,867 N Anchors (bull gear)
FGS = 2,294 N COG of Gear (total)
Fs = 87,266 N Anchors (pinion)
Short Circuit
(Max.)
Mges =127,605 N·m COG of Gear (total) Accidental load case
Ff = 141,867 N Anchors (bull gear) Same as above
FGS = 2,294 N COG of Gear (total) Same as above
Fs = 87,266 N Anchors (pinion) Same as above
Dynamic
Unbalanced Force 1 COG of Bull Gear 1775 kg 1780 rpm e=6.35/f0 mm Estimated per ACI 351.3R
Unbalanced Force 2 COG of Pinion 718 kg 3039 rpm e=6.35/f0 mm Estimated per ACI 351.3R
45. 4545
V/P Data Example (Centrifugal Type)
Equipment Motion Type
Operating
Speed (fo, RPM)
Power
Transmitted (kW)
Rotation Direction
Motor Rotating 1,800 15,000 counterclockwise
Gear
Bull Gear Rotating 1,780 15,000 counterclockwise
Pinion Rotating 3,039 15,000 clockwise
Compressor Rotating 3,055 11,300 clockwise
Equipment
Weight Data Dynamic Loads
Weight of
Equipment (kN)
Weight of
Maintenance (kN)
Weight of
Rotating Part (kN)
Max. Unbalanced
Force (kN)
Operating
Speed (fo, RPM)
Phase Angle
(deg)
Loading Point
Motor
47.40
Ver. ± 87.00
1,800
0.0
Each AnchorHor. ± 11.00 90.0
284.40= 47.40 (6 EA) Axial ± 2.20 0.0
Gear
Bull Gear 52.31 17.41 ± 4.06 1,780 0.0 COGbg
Pinion - 7.04 ± 3.66 3,039 0.0 COGpn
Compressor 392.40 120.66 18.64 ± 9.32 3,055 0.0 COGcomp
Base Plate 181.49 N/A
Dry Gas Seal Console 15.70 N/A
V/P Sheet Applied in the Calculation Document
46. 4646
V/P Data Example (Centrifugal Type)
Equipment
Static Operating Loads (Rated) Short Circuit Loads (Max.)
Loading PointFsuction Fout Torque Vertical left Vertical right Horizontal Axial
(kN)
Motor - - - 201.40 -201.40 82.50 2.20 Each Anchor
Gear - - - 0.83 -0.77 - - Each Anchor
Compressor - - - - - - -
Short Circuit Torque (SCT)
The motor short circuit torque, when provided by the machine manufacturer, should be considered in the
structural design. The torque, which is not a normal occurrence, is a very short-duration loading, and occurs as a
result of a fault within the electrical circuit of the machines. The short circuit torque should not be combined
with wind or earthquake. ACI 351.3R Sec. 3.2.1.5
V/P Sheet Applied in the Calculation Document
53. 53
Impedance (Stiffness and Damping)
Calculation Procedure to Determine Impedance Provided by Supporting Media
1. Calculate Initial Impedance
2. Incorporate Material Damping into Initial Impedance
3. Add Embedment Effects to Adjusted Impedance
4. Reduce Damping Ratio (20%, 50%, and 12% for horizontal, vertical, and torsional motions)
5. Calculate Amplitudes (or Perform Analysis to Find Amplitudes)
55. 55
Impedance (Stiffness and Damping)
The complex domain impedance is easier to describe mathematically and is applied in the impedance models
of Veletsos and others (Veletsos and Nair 1974; Veletsos and Verbic 1973; Veletsos and Wei 1971).
Relationship between impedance models and damped stiffness models
(ki and ci are calculated assuming perfect elasticity, and ci includes only geometric damping).
Horizontal impedance
Rocking impedance
Vertical impedance
Torsional impedance
Initial Impedance
56. 56
Impedance (Stiffness and Damping)
Material Damping
An approximate approach often used to account for material damping multiplies the complex impedance,
evaluated without regard to material damping, by the complex factor (1+ i2βm) to determine an adjusted
complex impedance
Where, βm = material damping ratio of the soil, and other
terms are as previously defined.
57. 57
Impedance (Stiffness and Damping)
Embedment Effects
Embedment increases both stiffness and damping, but the increase in damping is more significant.
The lack of confining pressure at the surface often leads to separation of the soil from the foundation and to the
creation of a gap as indicated on Fig. 4.5
To find an approximate correction for this effect, the engineer
should consider an effective embedment depth less than the
true embedment.
59. 59
Impedance (Stiffness and Damping)
Adjustments to Theoretical Values
Damping values for large foundations undergoing small vibration amplitudes are typically less than those
analytically predicted values (EPRI 1980; Novak 1970).
EPRI 1980 recommends the soil damping ratio for use in the design of power plant fan foundations should not
exceed 20% for horizontal motion, 50% for vertical motion, 10% for transverse rocking motion, and 15% for axial
and torsional motions.
German DIN 4024 recommends that the soil damping ratios used in vibration analysis of rigid block foundations
should not exceed 25%.
Novak (1970) recommends reducing the analytically determined geometric damping ratios (from elastic half-
space models) by 50% for a dynamic analysis of the foundation.
62. 62
Dynamic Analysis Using STAAD.Pro
Mass Modeling
Even if the loading is known to be only in one direction there is usually mass motion in other
directions at some or all joints and these mass directions (applied as loads, in weight units)
must be entered to be correct.
Masses should be entered in global directions with the same sign as much as possible so that
the representative masses do not cancel each other.
STAAD uses a diagonal mass matrix of six lumped mass equations per joint. The selfweight or
uniformly loaded member is lumped 50% to each end joint without rotational mass
moments of inertia. The other element types are integrated but—roughly speaking—the
weight is distributed equally amongst the joints of the element.
63. 63
Dynamic Analysis Using STAAD.Pro
Damping Modeling
Composite modal damping permits
computing the damping of a mode from
the different damping ratios for different
materials (steel, concrete, soil). Modes
that deform mostly the steel would have
steel damping ratio, whereas modes that
mostly deform the soil, would have the
soil damping ratio.
Composite modal damping is based on a weighted average of strain
energies in each material.
64. 64
For more convenient design using STAAD program, the "modal
response spectrum analysis" is selected for the structural analysis.
The base shear based on ELF (and T = Ta Cu) should be calculated
to check if the computed from modal analysis is less than 85% of
the ELF base shear.
Multiply spectral accelerations by modal participation factor and by
(I/R)
Dynamic Analysis Using STAAD.Pro
Input Window for Response Spectrum Analysis
70. 70
Rebar Arrangement (Column and Beam)
Excessive reinforcement can create constructibility and quality problems and should be avoided.
Some firms specify a minimum reinforcing of 3.1 lbf/ft3 (50 kg/m3 or 0.64%) for piers (machine
support edestals) and 1.9 lbf/ft3 (30 kg/m3 or 0.38%) for foundation slabs. For compressor
blocks, some firms suggest 1% reinforcing by volume and may post-tension the block.
Appendix - Reinforced Concrete