The document provides a summary of the key differences between the AISC Load and Resistance Factor Design (LRFD) and Allowable Stress Design (ASD) specifications. Some of the major differences discussed include:
- LRFD uses load factors and resistance factors while ASD uses allowable stresses. LRFD results are based on forces/moments capacity while ASD is based on stresses.
- LRFD requires nonlinear analysis while static analysis is acceptable for ASD.
- LRFD has different load combinations that include higher load factors compared to ASD.
- Material grades, slenderness limits, and equations for determining member capacity differ between the two specifications.
- Comp
Design and analysis of reinforced concrete multistory commercial building usi...Estisharaat Company
Design of multistory building by solving a sample manually ans rest of the building by solving on autodesk robot analysis, complete detailing of r.c members,final year project,complete ,how to design slabs, how to design beams, how to design rc column, how to make final year project, design of stairs,how to design foundations , how to prepare a project before using it in software for analysis,
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
Designing a Cold-Formed Steel Beam Using AISI S100-16ClearCalcs
ClearCalcs engineer Brooks Smith outlines what makes Cold Formed and Light Gauge steel unique, the design process using the Direct Strength Method, and runs through design examples and considerations including: flexural capacity, shear capacity, bearing capacity, load interactions, and deflection.
This webinar is perfect for structural and civil engineers interested in learning more about cold formed steel for and its applications in structural design and analysis.
Try out our cold formed steel calculators at www.clearcalcs.com
This presentation is on design of welded and riveted connections in steel structures. in this presentation we learn briefly about these connections and design terminology about these connections.
Output Equation; Main dimensions; Separation of D & L; Choice of Electric and Magnetic Loadings; Magnetic circuit calculations; Carter’s Coefficient; Net length of Iron; Real and Apparent flux densities; Selection of No. of poles; Design of Armature; Design of Commutator and brushes; Performance prediction using design values.
Design and analysis of reinforced concrete multistory commercial building usi...Estisharaat Company
Design of multistory building by solving a sample manually ans rest of the building by solving on autodesk robot analysis, complete detailing of r.c members,final year project,complete ,how to design slabs, how to design beams, how to design rc column, how to make final year project, design of stairs,how to design foundations , how to prepare a project before using it in software for analysis,
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
Designing a Cold-Formed Steel Beam Using AISI S100-16ClearCalcs
ClearCalcs engineer Brooks Smith outlines what makes Cold Formed and Light Gauge steel unique, the design process using the Direct Strength Method, and runs through design examples and considerations including: flexural capacity, shear capacity, bearing capacity, load interactions, and deflection.
This webinar is perfect for structural and civil engineers interested in learning more about cold formed steel for and its applications in structural design and analysis.
Try out our cold formed steel calculators at www.clearcalcs.com
This presentation is on design of welded and riveted connections in steel structures. in this presentation we learn briefly about these connections and design terminology about these connections.
Output Equation; Main dimensions; Separation of D & L; Choice of Electric and Magnetic Loadings; Magnetic circuit calculations; Carter’s Coefficient; Net length of Iron; Real and Apparent flux densities; Selection of No. of poles; Design of Armature; Design of Commutator and brushes; Performance prediction using design values.
Catalog hitachi hitachi switch&breaders ctlg eng-dienhathe.orgDien Ha The
Khoa Học - Kỹ Thuật & Giải Trí: http://phongvan.org
Tài Liệu Khoa Học Kỹ Thuật: http://tailieukythuat.info
Thiết bị Điện Công Nghiệp - Điện Hạ Thế: http://dienhathe.vn
Original MOSFET N-CHANNEL STF5NK52ZD 5NK52ZD 5NK52 5A 520V NewAUTHELECTRONIC
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Select an 8-in. W-shape, ASTM A992, to carry a dead load of 30 kips and a live load of 90 kips in tension. The member is 25 ft long. Verify the member strength by both LRFD and ASD with the bolted end connection shown. Verify that the member satisfies the recommended slenderness limit. Assume that connection limit states do not govern.
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.
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.
Using recycled concrete aggregates (RCA) for pavements is crucial to achieving sustainability. Implementing RCA for new pavement can minimize carbon footprint, conserve natural resources, reduce harmful emissions, and lower life cycle costs. Compared to natural aggregate (NA), RCA pavement has fewer comprehensive studies and sustainability assessments.
Welcome to WIPAC Monthly the magazine brought to you by the LinkedIn Group Water Industry Process Automation & Control.
In this month's edition, along with this month's industry news to celebrate the 13 years since the group was created we have articles including
A case study of the used of Advanced Process Control at the Wastewater Treatment works at Lleida in Spain
A look back on an article on smart wastewater networks in order to see how the industry has measured up in the interim around the adoption of Digital Transformation in the Water Industry.
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.
Hierarchical Digital Twin of a Naval Power SystemKerry Sado
A hierarchical digital twin of a Naval DC power system has been developed and experimentally verified. Similar to other state-of-the-art digital twins, this technology creates a digital replica of the physical system executed in real-time or faster, which can modify hardware controls. However, its advantage stems from distributing computational efforts by utilizing a hierarchical structure composed of lower-level digital twin blocks and a higher-level system digital twin. Each digital twin block is associated with a physical subsystem of the hardware and communicates with a singular system digital twin, which creates a system-level response. By extracting information from each level of the hierarchy, power system controls of the hardware were reconfigured autonomously. This hierarchical digital twin development offers several advantages over other digital twins, particularly in the field of naval power systems. The hierarchical structure allows for greater computational efficiency and scalability while the ability to autonomously reconfigure hardware controls offers increased flexibility and responsiveness. The hierarchical decomposition and models utilized were well aligned with the physical twin, as indicated by the maximum deviations between the developed digital twin hierarchy and the hardware.
KuberTENes Birthday Bash Guadalajara - K8sGPT first impressionsVictor Morales
K8sGPT is a tool that analyzes and diagnoses Kubernetes clusters. This presentation was used to share the requirements and dependencies to deploy K8sGPT in a local environment.
Water billing management system project report.pdfKamal Acharya
Our project entitled “Water Billing Management System” aims is to generate Water bill with all the charges and penalty. Manual system that is employed is extremely laborious and quite inadequate. It only makes the process more difficult and hard.
The aim of our project is to develop a system that is meant to partially computerize the work performed in the Water Board like generating monthly Water bill, record of consuming unit of water, store record of the customer and previous unpaid record.
We used HTML/PHP as front end and MYSQL as back end for developing our project. HTML is primarily a visual design environment. We can create a android application by designing the form and that make up the user interface. Adding android application code to the form and the objects such as buttons and text boxes on them and adding any required support code in additional modular.
MySQL is free open source database that facilitates the effective management of the databases by connecting them to the software. It is a stable ,reliable and the powerful solution with the advanced features and advantages which are as follows: Data Security.MySQL is free open source database that facilitates the effective management of the databases by connecting them to the software.
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.
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.
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.
Cosmetic shop management system project report.pdfKamal Acharya
Buying new cosmetic products is difficult. It can even be scary for those who have sensitive skin and are prone to skin trouble. The information needed to alleviate this problem is on the back of each product, but it's thought to interpret those ingredient lists unless you have a background in chemistry.
Instead of buying and hoping for the best, we can use data science to help us predict which products may be good fits for us. It includes various function programs to do the above mentioned tasks.
Data file handling has been effectively used in the program.
The automated cosmetic shop management system should deal with the automation of general workflow and administration process of the shop. The main processes of the system focus on customer's request where the system is able to search the most appropriate products and deliver it to the customers. It should help the employees to quickly identify the list of cosmetic product that have reached the minimum quantity and also keep a track of expired date for each cosmetic product. It should help the employees to find the rack number in which the product is placed.It is also Faster and more efficient way.
An Approach to Detecting Writing Styles Based on Clustering Techniquesambekarshweta25
An Approach to Detecting Writing Styles Based on Clustering Techniques
Authors:
-Devkinandan Jagtap
-Shweta Ambekar
-Harshit Singh
-Nakul Sharma (Assistant Professor)
Institution:
VIIT Pune, India
Abstract:
This paper proposes a system to differentiate between human-generated and AI-generated texts using stylometric analysis. The system analyzes text files and classifies writing styles by employing various clustering algorithms, such as k-means, k-means++, hierarchical, and DBSCAN. The effectiveness of these algorithms is measured using silhouette scores. The system successfully identifies distinct writing styles within documents, demonstrating its potential for plagiarism detection.
Introduction:
Stylometry, the study of linguistic and structural features in texts, is used for tasks like plagiarism detection, genre separation, and author verification. This paper leverages stylometric analysis to identify different writing styles and improve plagiarism detection methods.
Methodology:
The system includes data collection, preprocessing, feature extraction, dimensional reduction, machine learning models for clustering, and performance comparison using silhouette scores. Feature extraction focuses on lexical features, vocabulary richness, and readability scores. The study uses a small dataset of texts from various authors and employs algorithms like k-means, k-means++, hierarchical clustering, and DBSCAN for clustering.
Results:
Experiments show that the system effectively identifies writing styles, with silhouette scores indicating reasonable to strong clustering when k=2. As the number of clusters increases, the silhouette scores decrease, indicating a drop in accuracy. K-means and k-means++ perform similarly, while hierarchical clustering is less optimized.
Conclusion and Future Work:
The system works well for distinguishing writing styles with two clusters but becomes less accurate as the number of clusters increases. Future research could focus on adding more parameters and optimizing the methodology to improve accuracy with higher cluster values. This system can enhance existing plagiarism detection tools, especially in academic settings.
2. 2
AISC ASD and LRFD
• AISC = American Institute of Steel
Construction
• ASD = Allowable Stress Design
AISC Ninth Edition
• LRFD = Load and Resistance Factor Design
AISC Third Edition
4. 4
ASD and LRFD
Major Differences
• Load Combinations and load factors
• ASD results are based on the stresses and
LRFD results are based on the forces and
moments capacity
• Static analysis is acceptable for ASD but
nonlinear geometric analysis is required for
LRFD
• Beams and flexural members
• Cb computation
5. 5
ASD Load Combinations
• 1.0D + 1.0L
• 0.75D + 0.75L + 0.75W
• 0.75D + 0.75L + 0.75E
D = dead load
L = live load
W = wind load
E = earthquake load
6. 6
ASD Load Combinations
Or you can use following load combinations with the
parameter ALSTRINC to account for the 1/3 allowable
increase for the wind and seismic load
1. 1.0D + 1.0L
2. 1.0D + 1.0L + 1.0W
3. 1.0D + 1.0L + 1.0E
• PARAMETER$ ALSTRINC based on the % increase
• ALSTRINC 33.333 LOADINGS 2 3
7. 7
LRFD Load Combinations
• 1.4D
• 1.2D + 1.6L
• 1.2D + 1.6W + 0.5L
• 1.2D ± 1.0E + 0.5L
• 0.9D ± (1.6W or 1.0E)
D = dead load
L = live load
W = wind load
E = earthquake load
8. 8
Deflection Load Combinations
for ASD and LRFD
• 1.0D + 1.0L
• 1.0D + 1.0L + 1.0W
• 1.0D + 1.0L + 1.0E
D = dead load
L = live load
W = wind load
E = earthquake load
9. 9
Forces and Stresses
• ASD = actual stress values are
compared to the AISC
allowable stress values
• LRFD = actual forces and moments
are compared to the AISC
limiting forces and moments
capacity
10. 10
ASTM Steel Grade
• Comparison is between Table 1 of the AISC ASD 9th Edition
on Page 1-7 versus Table 2-1 of the AISC LRFD 3rd Edition on
Page 2-24
• A529 Gr. 42 of ASD, not available in LRFD
• A529 Gr. 50 and 55 are new in LRFD
• A441 not available in LRFD
• A572 Gr. 55 is new in LRFD
• A618 Gr. I, II, & III are new in LRFD
• A913 Gr. 50, 60, 65, & 70 are new in LRFD
• A992 (Fy = 50, Fu = 65) is new in LRFD (new standard)
• A847 is new in LRFD
12. 12
Tension Members
• Check L/r ratio
• Check Tensile Strength based on the cross-
section’s Gross Area
• Check Tensile Strength based on the cross-
section’s Net Area
13. 13
Tension Members
ASD
ft = FX/Ag ≤ Ft Gross Area
ft = FX/Ae ≤ Ft Net Area
LRFD
Pu = FX ≤ ϕt Pn = ϕt Ag Fy ϕt = 0.9 for Gross Area
Pu = FX ≤ ϕt Pn = ϕt Ae Fu ϕt = 0.75 for Net Area
14. 14
Tension Members
ASD (ASD Section D1)
Gross Area Ft = 0.6Fy
Net Area Ft = 0.5Fu
LRFD (LRFD Section D1)
Gross Area ϕt Pn = ϕt Fy Ag ϕt = 0.9
Net Area ϕt Pn = ϕt Fu Ae ϕt = 0.75
17. 17
Tension Members
• Member is 15 feet long
• Fixed at the top of the member and free at the bottom
• Loadings are:
• Self weight
• 400 kips tension force at the free end
• Load combinations based on the ASD and
LRFD codes
• Steel grade is A992
• Design based on the ASD and LRFD codes
19. 19
Tension Members
ASD
W18x46 Area = 13.5 in.2
FX = 400.688 kips Ratio = 0.989
LRFD
W10x49 Area = 14.4 in.2
FX = 640.881 kips Ratio = 0.989
20. 20
Tension Members
Load Factor difference between LRFD and ASD
640.881 / 400.688 = 1.599
Equation Factor difference between LRFD and ASD
LRFD = (1.5) × ASD
Estimate required cross-sectional area for LRFD
LRFD W10x49 Area = 14.4 in.2
Area for LRFD
135
640881
400688
10
15
0989
0989
14 395
.
.
.
.
.
.
.
.
21. 21
Tension Members
Code Check based on the ASD9 and using W10x49
FX = 400.734 kips Ratio = 0.928
Load Factor difference between LRFD and ASD
640.881 / 400.734 = 1.599
LRFD W10x49 Ratio = 0.989
LRFD Ratio computed fromASD
0928
640881
400734
10
15
0989
.
.
.
.
.
.
22. 22
Tension Members
ASD
Example # 1
Live Load = 400 kips
W18x46 Actual/Allowable Ratio = 0.989
LRFD
Example # 1
Live Load = 400 kips
W10x49 Actual/Limiting Ratio = 0.989
Example # 2
Dead Load = 200 kips
Live Load = 200 kips
W14x43 Actual/Limiting Ratio = 0.989
Code check W14x43 based on the ASD9
W14x43 Actual/Allowable Ratio = 1.06
23. 23
Compression Members
• Check KL/r ratio
• Compute Flexural-Torsional Buckling and
Equivalent (KL/r)e
• Find Maximum of KL/r and (KL/r)e
• Compute Qs and Qa based on the b/t and h/tw
ratios
• Based on the KL/r ratio, compute allowable
stress in ASD or limiting force in LRFD
27. 27
Compression Members
ASD KL/r ≤ C′c (ASD E2-1 or A-B5-11)
LRFD (LRFD A-E3-2)
F
Q
KL r
C
F
KL r
C
KL r
C
a
c
y
c c
1
2
5
3
3
8 8
2
2
3
3
/
/ /
F Q F
cr
Q
y
c
0658
2
.
Where
C
E
QF
c
y
2 2
Where
c
y
KL
r
F
E
c Q 15
.
28. 28
Compression Members
ASD KL/r > C′c (ASD E2-2)
LRFD (LRFD A-E3-3)
F
E
KL r
a
12
23
2
2
/
Where
C
E
QF
c
y
2 2
c Q 15
.
F F
cr
c
y
0877
2
.
Where
c
y
KL
r
F
E
34. 34
Qs Computation
ASD
LRFD
When 95 195
/ / / / /
F k b t F k
y c y c
Q b t F k
s y c
1293 000309
. . ( / ) /
When 056 103
. / / . /
E F b t E F
y y
Q b t F E
s y
1415 074
. . ( / ) /
k
h t
h t k
c c
4 05
70 10
0.46
.
/
/ , .
if otherwise
35. 35
Qs Computation
Assume E = 29000 ksi
ASD
LRFD
When 95 195
/ / / / /
F k b t F k
y c y c
Q b t F k
s y c
1293 000309
. . ( / ) /
When 9536 1754
. / / . /
F b t F
y y
Q b t F
s y
1415 0004345
. . ( / )
36. 36
Qs Computation
ASD
LRFD
When b t F k
y c
/ / /
195
Q k F b t
s c y
26200
2
/ /
When b t E Fy
/ . /
103
Q E F b t
s y
069
2
. / /
37. 37
Qs Computation
Assume E = 29000 ksi
ASD
LRFD
When b t F k
y c
/ / /
195
Q k F b t
s c y
26200
2
/ /
When b t Fy
/ . /
1754
Q F b t
s y
20010
2
/ /
38. 38
Qa Computation
ASD
LRFD
b
t
f b t f
b
e
253
1
44 3
.
( / )
b t
E
f b t
E
f
b
e
191 1
0 34
.
.
( / )
Assume ksi
E b
t
f b t f
e
29000
32526
1
57 9
,
. .
( / )
40. 40
Compression Members
• Member is 15 feet long
• Fixed at the bottom of the column and free at the top
• Loadings are:
• Self weight
• 100 kips compression force at the free end
• Load combinations based on the ASD and
LRFD codes
• Steel grade is A992
• Design based on the ASD and LRFD codes
43. 43
Compression Members
Load Factor difference between LRFD and ASD
160.967 / 100.734 = 1.598
Equation Factor difference between LRFD and ASD
LRFD Fcr = (1.681) × ASD Fa
Estimate required cross-sectional area for LRFD
LRFD W10x54 Area = 15.8 inch
Area for LRFD
14 4
160967
100734
10
1681
10
085
0941
0944
1605
.
.
.
.
.
.
.
.
.
.
44. 44
Compression Members
Code Check based on the ASD9 and use W10x54
FX = 100.806 kips Ratio = 0.845
Load Factor difference between LRFD and ASD
160.967 / 100.806 = 1.597
LRFD W10x54 Ratio = 0.944
LRFD Ratio computed fromASD
0845
160967
100806
10
1681
10
085
0944
.
.
.
.
.
.
.
.
45. 45
Compression Members
ASD
Example # 1
Live Load = 100 kips
W10x49 Actual/Allowable Ratio = 0.941
LRFD
Example # 1
Live Load = 100 kips
W10x54 Actual/Limiting Ratio = 0.944
Example # 2
Dead Load = 50 kips
Live Load = 50 kips
W10x49 Actual/Limiting Ratio = 0.921
Code check W10x49 based on the ASD9
W10x49 Actual/Allowable Ratio = 0.941
46. 46
Flexural Members
• Based on the b/t and h/tw ratios determine the compactness of
the cross-section
• Classify flexural members as Compact, Noncompact, or
Slender
• When noncompact section in ASD, allowable stress Fb is
computed based on the l/rt ratio. l is the laterally unbraced
length of the compression flange. Also, Cb has to be computed
• When noncompact or slender section in LRFD, LTB, FLB, and
WLB are checked
• LTB for noncompact or slender sections is computed using Lb
and Cb. Lb is the laterally unbraced length of the compression
flange
48. 48
Limiting Width-Thickness Ratios
for Compression Elements
ASD
LRFD
Assume E = 29000 ksi
d t F
w y
/ /
640
b t E Fy
/ . /
038 h t E F
w y
/ . /
376
b t Fy
/ /
65
b t Fy
/ . /
64 7 h t F
w y
/ . /
640 3
51. 51
Flexural Members
Compact Section
• Member is 12 feet long
• Fixed at both ends of the member
• Loadings are:
• Self weight
• 15 kips/ft uniform load
• Load combinations based on the ASD and
LRFD codes
• Steel grade is A992
• Braced at the 1/3 Points
• Design based on the ASD and LRFD codes
55. 55
Flexural Members
Compact Section
Code Check based on the ASD9, Profile W18x40
MZ = 2165.777 inch-kips Ratio = 0.959
Load Factor difference between LRFD and ASD
3462.933 / 2165.777 = 1.5989
LRFD W18x40 Ratio = 0.982
LRFD Ratio computed fromASD
0959
3462 933
2165777
066
09
684
784
0981
.
.
.
.
.
.
.
.
56. 56
Flexural Members
Compact Section
ASD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Allowable Ratio = 0.959
LRFD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Limiting Ratio = 0.982
Example # 2
Dead Load = 7.5 kips/ft
Live Load = 7.5 kips/ft
W18x40 Actual/Limiting Ratio = 0.859
Code check W18x40 based on the ASD9
W18x40 Actual/Allowable Ratio = 0.959
57. 57
Flexural Members
Noncompact Section
ASD
• Based on b/t, d/tw and h/tw determine if the section is
noncompact
• Compute Cb
• Compute Qs
• Based on the l/rt ratio, compute allowable stress Fb
• Laterally unbraced length of the compression flange (l)
has a direct effect on the equations of the noncompact
section
59. 59
Limiting Width-Thickness Ratios
for Compression Elements
ASD
LRFD
65 95
F b t F
y y
d t F
w y
640
038 083
. / .
E F b t E F
y L
376 57
. .
E F h t E F
y w y
h t F
w b
760
60. 60
Limiting Width-Thickness Ratios
for Compression Elements
Assume E = 29000 ksi
ASD
LRFD
65 95
F b t F
y y
d t F
w y
640
64 7 1413
. / / . /
F b t F
y L
6403 970 7
. / . /
F h t F
y w y
h t F
w b
760
61. 61
Flexural Members
Noncompact Section
ASD
(ASD F1-3)
(ASD F1-2)
ASD Equations F1-6, F1-7, and F1-8 must to be checked.
F F
b
t
F
b y
f
f
y
079 0002
2
. .
If minimum or
L L
b
F d A F
b c
f
y f y
76 20000
66. 66
Flexural Members
Noncompact Section
LRFD
– LTB
• Compute Cb
• Based on the Lb, compute limiting moment capacity. Lb is
the lateral unbraced length of the compression flange,
λ = Lb/ry
• Lb has a direct effect on the LTB equations for noncompact
and slender sections
– FLB
• Compute limiting moment capacity based on the b/t ratio of
the flange, λ = b/t
– WLB
• Compute limiting moment capacity based on the h/tw ratio
of the web, λ = h/tw
67. 67
Flexural Members
Noncompact Section
LRFD LTB (Table A-F1.1)
For λp < λ ≤ λr
(LRFD A-F1-2)
Where:
Mp = Fy Zz ≤ 1.5Fy Sz
Mr = FLSz FL = Smaller of (Fyf − Fr) or Fyw
λ = Lb/ry
λp =
M C M M M M
n b p p r
p
r p
p
176
. E Fyf
69. 69
Flexural Members
Noncompact Section
LRFD FLB (Table A-F1.1)
For λp < λ ≤ λr
(LRFD A-F1-3)
Where:
Mp = Fy Zz ≤ 1.5Fy Sz
Mr = FLSz FL = Smaller of (Fyf − Fr) or Fyw
λ = b/t
λp =
λr =
M M M M
n p p r
p
r p
038
. E Fy
083
. E FL
70. 70
Flexural Members
Noncompact Section
LRFD WLB (Table A-F1.1)
For λp < λ ≤ λr
(LRFD A-F1-3)
Where:
Mp = Fy Zz ≤ 1.5Fy Sz
Mr = Re Fy Sz
Re = 1.0 for non-hybrid girder
M M M M
n p p r
p
r p
72. 72
Flexural Members
Noncompact Section
ASD
LRFD
C M M M M
M M
M M M C
b
b
175 105 03 2 3
10
1 2 1 2
2
1 2
1 2
. . . .
, .
max
If between and
C
M
M M M M
M
M
M
b
A B C
A
B
C
125
25 3 4 3
.
.
max
max
absolute value of moment at quarter point
absolute value of moment at centerline
absolute value of moment at three quarter point
74. 74
Flexural Members
Noncompact Section
• Member is 12 feet long
• Pin at the start of the member
• Roller at the end of the member
• Cross-section is W12x65
• Loadings are:
• Self weight
• 12 kips/ft uniform load
• Load combinations based on the ASD and LRFD codes
• Steel grade is A992
• Check code based on the ASD and LRFD codes
75. 75
Flexural Members
Noncompact Section
ASD
W12x65 Cb = 1.0
Actual/Allowable Ratio = 0.988
LRFD
W12x65 Cb = 1.136
Actual/Limiting Ratio = 0.971
Code check is controlled by FLB.
Cb = 1.0 Actual/Limiting Ratio = 0.973
76. 76
Flexural Members
Noncompact Section
ASD
Example # 1
Live Load = 12 kips/ft
W12x65 Actual/Allowable Ratio = 0.988
LRFD
Example # 1
Live Load = 12 kips/ft
W12x65 Actual/Limiting Ratio = 0.971
Example # 2
Dead Load = 6 kips/ft
Live Load = 6 kips/ft
W12x65 Actual/Limiting Ratio = 0.85
Code check W12x65 based on the ASD9
W12x65 Actual/Allowable Ratio = 0.988
77. 77
Design for Shear
ASD
fv = FY/Aw ≤ Fv = 0.4Fy (ASD F4-1)
LRFD
Vu = FY ≤ ϕvVn = ϕv0.6Fyw Aw (LRFD F2-1)
Where ϕv = 0.9
h t F
w y
/ 380
h t E F
w yw
/ . /
2 45
78. 78
Design for Shear
Assume E = 29000 ksi
ASD
fv = FY/Aw ≤ Fv = 0.4Fy (ASD F4-1)
LRFD
Vu = FY ≤ ϕvVn = ϕv0.6Fyw Aw (LRFD F2-1)
Where ϕv = 0.9
h t F
w y
/ 380
h t F
w yw
/ . /
417 2
79. 79
Design for Shear
ASD
fv = FY/Ay ≤ (ASD F4-2)
LRFD
Vu = FY ≤ ϕvVn = ϕv (LRFD F2-2)
Where ϕv = 0.9
h t F
w y
/ 380
2 45 307
. / / . /
E F h t E F
yw w yw
F
F
C F
v
y
v y
2 89
0 4
.
.
0 6
2 45
.
. /
/
F A
E F
h t
yw w
yw
w
80. 80
Design for Shear
LRFD
Vu = FY ≤ ϕvVn = ϕv (LRFD F2-3)
Where ϕv = 0.9
307 260
. / /
E F h t
yw w
A
E
h t
w
w
452
2
.
/
82. 82
Design for Shear
• Same as example # 3 which is used for design of flexural
member with compact section
• Member is 12 feet long
• Fixed at both ends of the member
• Loadings are:
• Self weight
• 15 kips/ft uniform load
• Load combinations based on the ASD and LRFD codes
• Steel grade is A992
• Braced at the 1/3 Points
• Design based on the ASD and LRFD codes
83. 83
Design for Shear
ASD (Check shear at the end of the member, equation “F4-1 Y”)
W18x40 Actual/Allowable Ratio = 0.8
LRFD (Check shear at the end of the member, equation “A-F2-1 Y”)
W18x40 Actual/Limiting Ratio = 0.948
84. 84
Design for Shear
ASD
W18x40 Ay = 5.638 in.2
FY = 90.241 kips Ratio = 0.8
LRFD
W18x40 Ay = 5.638 in.2
FY = 144.289 kips Ratio = 0.948
85. 85
Design for Shear
Code Check based on the ASD9, Profile W18x40
FY = 90.241 kips Ratio = 0.8
Load Factor difference between LRFD and ASD
144.289 / 90.241 = 1.5989
Equation Factor difference between LRFD and ASD
LRFD = (0.4)(1.5989) /(0.6)(0.9) × ASD
LRFD W18x40 Ratio = 0.948
LRFD Ratio computed fromASD
08
144 289
90241
04
06
10
09
0948
.
.
.
.
.
.
.
.
86. 86
Design for Shear
ASD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Allowable Ratio = 0.8
LRFD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Limiting Ratio = 0.948
Example # 2
Dead Load = 7.5 kips/ft
Live Load = 7.5 kips/ft
W18x40 Actual/Limiting Ratio = 0.83
Code check W18x40 based on the ASD9
W18x40 Actual/Allowable Ratio = 0.8
87. 87
Combined Forces
ASD fa /Fa > 0.15
(ASD H1-1)
(ASD H1-2)
LRFD Pu /ϕPn ≥ 0.2
(LRFD H1-1a)
f
F
C f
f
F
F
C f
f
F
a
a
my by
a
ey
by
mz bz
a
ez
1 1
10
.
f
F
f
F
f
F
a
y
by
by
bz
bz
06
10
.
.
P
P
M
M
M
M
u
n
uy
b ny
uz
b nz
8
9
10
.
88. 88
Combined Forces
ASD fa /Fa ≤ 0.15
(ASD H1-1)
LRFD Pu /ϕPn < 0.2
(LRFD H1-1a)
f
F
f
F
f
F
a
a
by
by
bz
bz
10
.
P
P
M
M
M
M
u
n
uy
b ny
uz
b nz
2
10
.
90. 90
Combined Forces
• 3D Simple Frame
• 3 Bays in X direction 3 @ 15 ft
• 2 Bays in Z direction 2 @ 30 ft
• 2 Floors in Y direction 2 @ 15 ft
• Loadings
• Self weight of the Steel
• Self weight of the Slab 62.5 psf
• Other dead loads 15.0 psf
• Live load on second floor 50.0 psf
• Live load on roof 20.0 psf
• Wind load in the X direction 20.0 psf
• Wind load in the Z direction 20.0 psf
91. 91
Combined Forces
ASD
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< Active Units Weight Unit = KIP Length Unit = INCH >
< >
< Steel Take Off Itemize Based on the PROFILE >
< Total Length, Volume, Weight, and Number of Members >
< >
< Profile Names Total Length Total Volume Total Weight # of Members >
< W10x33 2.1600E+03 2.0974E+04 5.9418E+00 12 >
< W12x58 1.4400E+03 2.4480E+04 6.9352E+00 4 >
< W12x65 1.4400E+03 2.7504E+04 7.7919E+00 4 >
< W12x72 2.1600E+03 4.5576E+04 1.2912E+01 12 >
< W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 >
< W8x40 1.4400E+03 1.6848E+04 4.7730E+00 4 >
< W8x48 1.4400E+03 2.0304E+04 5.7521E+00 4 >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< ACTIVE UNITS WEIGHT KIP LENGTH INCH >
< >
< TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS >
< >
< LENGTH = 1.3320E+04 WEIGHT = 4.6566E+01 VOLUME = 1.6437E+05 >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
92. 92
Combined Forces
LRFD
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< Active Units Weight Unit = KIP Length Unit = INCH >
< >
< Steel Take Off Itemize Based on the PROFILE >
< Total Length, Volume, Weight, and Number of Members >
< >
< Profile Names Total Length Total Volume Total Weight # of Members >
< W10x33 3.6000E+03 3.4956E+04 9.9030E+00 16 >
< W10x39 1.4400E+03 1.6560E+04 4.6914E+00 4 >
< W10x49 7.2000E+02 1.0368E+04 2.9373E+00 4 >
< W12x45 1.4400E+03 1.9008E+04 5.3850E+00 4 >
< W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 >
< W8x31 1.4400E+03 1.3147E+04 3.7246E+00 4 >
< W8x40 1.4400E+03 1.6848E+04 4.7730E+00 8 >
< >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< ACTIVE UNITS WEIGHT KIP LENGTH INCH >
< >
< TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS >
< >
< LENGTH = 1.3320E+04 WEIGHT = 3.3874E+01 VOLUME = 1.1957E+05 >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
97. 97
Compare Design without and with
Deflection Design
ASD
Without Deflection Design WEIGHT = 46.566 kips
With Deflection Design WEIGHT = 46.933 kips
LRFD
Without Deflection Design WEIGHT = 33.874 kips
With Deflection Design WEIGHT = 38.345 kips
98. 98
Design same example based on
Cb = 1.0
Code and deflection design with Cb = 1.0
ASD
Compute Cb WEIGHT = 46.933 kips
Specify Cb = 1.0 WEIGHT = 51.752 kips
LRFD
Compute Cb WEIGHT = 38.345 kips
Specify Cb = 1.0 WEIGHT = 48.421 kips
99. 99
Design Similar example based on
Cb = 1.0 and LL×5
• Code and deflection design with Cb = 1.0 and increase the live
load by a factor of 5.
• Area loads are distributed using two way option instead of one
way
• Also change the 2 bays in the Z direction from 30 ft to 15 ft.
ASD WEIGHT = 25.677 kips
LRFD WEIGHT = 22.636 kips
Difference = 3.041 kips
100. 100
Design Similar example based on
Cb = 1.0 and LL×10
• Code and deflection design with Cb = 1.0 and increase the live
load by a factor of 10.
• Area loads are distributed using two way option instead of one
way
• Also change the 2 bays in the Z direction from 30 ft to 15 ft.
ASD WEIGHT = 31.022 kips
LRFD WEIGHT = 29.051 kips
Difference = 1.971 kips
101. 101
Stiffness Analysis
versus
Nonlinear Analysis
• Stiffness Analysis – Load Combinations or Form
Loads can be used.
• Nonlinear Analysis – Form Loads must be used.
Load Combinations are not valid.
• Nonlinear Analysis – Specify type of Nonlinearity.
• Nonlinear Analysis – Specify Maximum Number of
Cycles.
• Nonlinear Analysis – Specify Convergence Tolerance.
102. 102
Nonlinear Analysis
Commands
• NONLINEAR EFFECT
• TENSION ONLY
• COMPRESSION ONLY
• GEOMETRY AXIAL
• MAXIMUM NUMBER OF CYCLES
• CONVERGENCE TOLERANCE
• NONLINEAR ANALYSIS
103. 103
Design using Nonlinear Analysis
Input File # 1
1. Geometry, Material Type, Properties,
2. Loading ‘SW’, ‘LL’, and ‘WL’
3. FORM LOAD ‘A’ FROM ‘SW’ 1.4
4. FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6
5. FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5
6. FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6
7. DEFINE PHYSICAL MEMBERS
8. PARAMETERS
9. MEMBER CONSTRAINTS
10. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’ $ Activate only the FORM loads
11. STIFFNESS ANALYSIS
12. SAVE
104. 104
Design using Nonlinear Analysis
Input File # 2
1. RESTORE
2. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
3. SELECT MEMBERS
4. SMOOTH PHYSICAL MEMBERS
5. DELETE LOADINGS ‘A’ ‘B’ ‘C’ ‘D’
6. SELF WEIGHT LOADING RECOMPUTE
7. FORM LOAD ‘A’ FROM ‘SW’ 1.4
8. FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6
9. FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5
10. FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6
11. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
12. STIFFNESS ANALYSIS
13. CHECK MEMBERS
14. STEEL TAKE OFF
15. SAVE
105. 105
Design using Nonlinear Analysis
Input File # 3
1. RESTORE
2. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
3. SELECT MEMBERS
4. SMOOTH PHYSICAL MEMBERS
5. DELETE LOADINGS ‘A’ ‘B’ ‘C’ ‘D’
6. SELF WEIGHT LOADING RECOMPUTE
7. FORM LOAD ‘A’ FROM ‘SW’ 1.4
8. FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6
9. FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5
10. FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6
106. 106
Design using Nonlinear Analysis
Input File # 3 (continue)
1. NONLINEAR EFFECT
2. GEOMETRY ALL MEMBERS
3. MAXIMUM NUMBER OF CYCLES
4. CONVERGENCE TOLERANCE DISPLACEMENT
5. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
6. NONLINEAR ANALYSIS
7. CHECK MEMBERS
8. STEEL TAKE OFF
9. SAVE