This document provides a structural frame model of a two-storey residential and commercial building. It includes geometry information like point coordinates and element connectivity. It also includes properties of materials, frame sections, shell sections and links. Joints are assigned to stories, diaphragms and given restraints. Frame elements like columns are assigned design and analysis properties. Load cases and combinations are defined to analyze the structural model.
Final Year Project Report on Structural Analysis and Design of Multistorey RCC Building for Earthquake Resistant Design as per IS Codes. - Khwopa College of Engineering - IOE, Tribhuvan university - Civil Engineering Final Report - Bachelor Level Project
Final Year Project Report on Structural Analysis and Design of Multistorey RCC Building for Earthquake Resistant Design as per IS Codes. - Khwopa College of Engineering - IOE, Tribhuvan university - Civil Engineering Final Report - Bachelor Level Project
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.
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.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
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.
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.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
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.
Overview of the fundamental roles in Hydropower generation and the components involved in wider Electrical Engineering.
This paper presents the design and construction of hydroelectric dams from the hydrologist’s survey of the valley before construction, all aspects and involved disciplines, fluid dynamics, structural engineering, generation and mains frequency regulation to the very transmission of power through the network in the United Kingdom.
Author: Robbie Edward Sayers
Collaborators and co editors: Charlie Sims and Connor Healey.
(C) 2024 Robbie E. Sayers
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
San Julian.Docx
1.
2. STRUCTURAL DESIGN AND ANALYSIS
CONSTRUCTION OF TWO-STOREY RESIDENTIAL &
COMMERCIAL BUILDING
STRUCTURAL FRAME MODEL
PREPARED BY:
Civil Engineer
PRC NO: _________ PTR: ___________
EXP: _________ TIN: ___________
PLACE: __________
3. Table of Contents
1. Structure Data 4
1.1 Story Data 4
1.2 Grid Data 4
1.3 Point Coordinates 4
1.4 Line Connectivity 5
1.5 Area Connectivity 5
1.6 Mass 6
1.7 Groups 7
2. Properties 8
2.1 Materials 8
2.2 Frame Sections 8
2.3 Shell Sections 8
2.4 Reinforcement Sizes 8
2.5 Tendon Sections 8
3. Assignments 9
3.1 Joint Assignments 9
3.2 Frame Assignments 10
3.3 Shell Assignments 11
4. Loads 13
4.1 Load Patterns 13
4.2 Load Sets 13
4.3 Auto Seismic Loading 13
4.4 Applied Loads 18
4.4.1 Line Loads 18
4.4.2 Area Loads 19
4.5 Load Cases 20
4.6 Load Combinations 20
5. Analysis Results 24
5.1 Structure Results 24
5.2 Story Results 28
5.3 Point Results 48
5.4 Modal Results 65
4. List of Tables
Table 1.1 Story Data 4
Table 1.2 Grid Systems 4
Table 1.3 Grid Lines 4
Table 1.4 Joint Coordinates Data 4
Table 1.5 Column Connectivity Data 5
Table 1.6 Beam Connectivity Data 5
Table 1.7 Floor Connectivity Data 5
Table 1.8 Mass Source 6
Table 1.9 Centers of Mass and Rigidity 6
Table 1.10 Mass Summary by Diaphragm 6
Table 1.11 Mass Summary by Story 6
Table 1.12 Group Definitions 7
Table 2.1 Material Properties - Summary 8
Table 2.2 Frame Sections - Summary 8
Table 2.3 Shell Sections - Summary 8
Table 2.4 Reinforcing Bar Sizes 8
Table 2.5 Tendon Section Properties 8
Table 3.1 Joint Assignments - Summary 9
Table 3.2 Frame Assignments - Summary 10
Table 3.3 Shell Assignments - Summary 11
Table 4.1 Load Patterns 13
Table 4.2 Shell Uniform Load Sets 13
Table 4.5 Frame Loads - Distributed 18
Table 4.6 Shell Loads - Uniform Load Sets 19
Table 4.7 Load Cases - Summary 20
Table 4.8 Load Combinations 20
Table 5.1 Base Reactions 24
Table 5.2 Centers of Mass and Rigidity 25
Table 5.3 Diaphragm Center of Mass Displacements 25
Table 5.4 Story Max/Avg Displacements 28
Table 5.5 Story Drifts 31
Table 5.6 Story Max/Avg Drifts 36
Table 5.7 Story Forces 40
Table 5.8 Joint Reactions 48
Table 5.9 Modal Periods and Frequencies 65
Table 5.10 Modal Participating Mass Ratios 65
Table 5.11 Modal Load Participation Ratios 66
Table 5.12 Modal Direction Factors 66
5. Structure Data
Page 5 of 46
1 Structure Data
This chapter provides model geometry information, including items such as story levels, point coordinates, and
element connectivity.
1.1 Story Data
Table 1.1 - Story Data
Name
Height
mm
Elevation
mm
Master
Story
Similar To
Splice
Story
Roof Deck 3150 8000 No None No
2F 3350 4850 No None No
GF 1500 1500 No None No
Base 0 0 No None No
1.2 Grid Data
Table 1.2 - Grid Systems
Name Type
Story
Range
X Origin
m
Y Origin
m
Rotation
deg
Bubble
Size
mm
Color
G1 Cartesian Default 0 0 0 1000 ffa0a0a0
Table 1.3 - Grid Lines
Grid
System
Grid
Direction
Grid ID Visible
Bubble
Location
Ordinate
m
G1 X A Yes End 0
G1 X B Yes End 3.2
G1 X C Yes End 4.8
G1 X D Yes End 8.1
G1 Y 1 Yes Start 0
G1 Y 2 Yes Start 1.5
G1 Y 3 Yes Start 5.3
G1 Y 4 Yes Start 9.1
G1 Y 5 Yes Start 14.1
1.3 Point Coordinates
Table 1.4 - Joint Coordinates Data
Label
X
mm
Y
mm
ΔZ Below
mm
1 0 1500 0
7 4800 1500 0
8 0 5300 0
11 4800 5300 0
12 3200 14100 0
13 8100 14100 0
14 8100 1500 0
15 8100 5300 0
16 0 9100 0
19 3200 9100 0
20 4800 9100 0
34 8100 9100 0
35 0 14100 0
38 0 6600 0
43 4800 6600 0
1.4 Line Connectivity
Table 1.5 - Column Connectivity Data
Column
I-End
Point
J-End
Point
I-End
Story
C1 1 1 Below
C4 7 7 Below
7. Structure Data
Page 7 of 46
Table 1.8 - Mass Source
Name
Include
Elements
Include
Added
Mass
Include
Loads
Include
Lateral
Include
Vertical
Lump at
Stories
IsDefault
Load
Pattern
Multiplier
MsSrc1 No No Yes Yes No Yes Yes DL1 1
MsSrc1 No No Yes Yes No Yes Yes DL2 1
Table 1.9 - Centers of Mass and Rigidity
Story
Diaphrag
m
Mass X
kg
Mass Y
kg
XCM
m
YCM
m
Cumulati
ve X
kg
Cumulati
ve Y
kg
XCCM
m
YCCM
m
XCR
m
YCR
m
Roof Deck D1 31401.14 31401.14 3.7294 7.8357 31401.14 31401.14 3.7294 7.8357
2F D1 64623.49 64623.49 3.9615 10.7087 96024.63 96024.63 3.8856 9.7692
Table 1.10 - Mass Summary by Diaphragm
Story
Diaphrag
m
Mass X
kg
Mass Y
kg
Mass
Moment
of Inertia
ton-m²
X Mass
Center
m
Y Mass
Center
m
Roof Deck D1 31401.14 31401.14 722.226 3.7294 7.8357
2F D1 64623.49 64623.49 895.17 3.9615 10.7087
Table 1.11 - Mass Summary by Story
Story
UX
kg
UY
kg
UZ
kg
Roof Deck 31401.14 31401.14 0
2F 87329.89 87329.89 0
GF 74567.19 74567.19 0
Base 2106.36 2106.36 0
1.7 Groups
Table 1.12 - Group Definitions
Name Color
All Yellow
8. Properties
Page 8 of 46
2 Properties
This chapter provides property information for materials, frame sections, shell sections, and links.
2.1 Materials
Table 2.1 - Material Properties - Summary
Name Type
E
MPa
ν
Unit
Weight
kN/m³
Design Strengths
3000Psi Concrete 21538 0.2 23.54 Fc=21 MPa
A416Gr270 Tendon 196500.6 0 76.9729
Fy=1689.91 MPa,
Fu=1861.58 MPa
A615Gr40 Rebar 199947.98 0 76.9729
Fy=275.79 MPa,
Fu=413.69 MPa
A615Gr60 Rebar 199947.98 0.3 76.9729
Fy=413.69 MPa,
Fu=620.53 MPa
2.2 Frame Sections
Table 2.2 - Frame Sections - Summary
Name Material Shape
B 200X200 3000Psi
Concrete
Rectangular
B 250X250 3000Psi
Concrete
Rectangular
B 250X300 3000Psi
Concrete
Rectangular
C 250X300 3000Psi
Concrete
Rectangular
C 300X400 3000Psi
Concrete
Rectangular
2.3 Shell Sections
Table 2.3 - Shell Sections - Summary
Name
Design
Type
Element
Type
Material
Total
Thickness
mm
S100 Slab Shell-Thin 3000Psi 100
2.4 Reinforcement Sizes
Table 2.4 - Reinforcing Bar Sizes
Name
Diameter
mm
Area
mm²
18 18 255
2.5 Tendon Sections
Table 2.5 - Tendon Section Properties
Name Material
StrandAre
a
mm²
Color
Tendon1 A416Gr270 99 Aqua
9. Assignments
Page 9 of 46
3 Assignments
This chapter provides a listing of the assignments applied to the model.
3.1 Joint Assignments
Table 3.1 - Joint Assignments - Summary
Story Label
Unique
Name
Diaphrag
m
Restraints
Roof Deck 1 44 From Area
Roof Deck 7 45 From Area
Roof Deck 8 46 From Area
Roof Deck 11 47 From Area
Roof Deck 12 48 From Area
Roof Deck 13 49 From Area
Roof Deck 16 50 From Area
Roof Deck 19 51 From Area
Roof Deck 20 52 From Area
Roof Deck 34 53 From Area
2F 1 31 From Area
2F 7 32 From Area
2F 8 33 From Area
2F 11 34 From Area
2F 12 35 From Area
2F 13 36 From Area
2F 14 37 From Area
2F 15 38 From Area
2F 16 39 From Area
2F 19 40 From Area
2F 20 41 From Area
2F 34 42 From Area
2F 35 43 From Area
2F 38 67 From Area
2F 43 68 From Area
GF 1 1 From Area
GF 7 7 From Area
GF 8 9 From Area
GF 11 11 From Area
GF 12 13 From Area
GF 13 15 From Area
GF 14 17 From Area
GF 15 19 From Area
GF 16 21 From Area
GF 19 23 From Area
GF 20 25 From Area
GF 34 27 From Area
GF 35 29 From Area
Base 1 2 From Area UX; UY; UZ
Base 7 8 From Area UX; UY; UZ
Base 8 10 From Area UX; UY; UZ
Base 11 12 From Area UX; UY; UZ
Base 12 14 From Area UX; UY; UZ
Base 13 16 From Area UX; UY; UZ
Base 14 18 From Area UX; UY; UZ
Base 15 20 From Area UX; UY; UZ
Base 16 22 From Area UX; UY; UZ
Base 20 26 From Area UX; UY; UZ
Base 34 28 From Area UX; UY; UZ
Base 35 30 From Area UX; UY; UZ
3.2 Frame Assignments
Table 3.2 - Frame Assignments - Summary
10. Assignments
Page 10 of 46
Story Label
Unique
Name
Design
Type
Length
mm
Analysis
Section
Design
Section
Axis
Angle
deg
Max
Station
Spacing
mm
Min
Number
Stations
Modifiers
Roof Deck C1 29 Column 3150 C 300X400 N/A 90 3 Yes
Roof Deck C4 30 Column 3150 C 300X400 N/A 3 Yes
Roof Deck C5 31 Column 3150 C 300X400 N/A 90 3 Yes
Roof Deck C6 32 Column 3150 C 300X400 N/A 3 Yes
Roof Deck C7 33 Column 3150 C 300X400 N/A 3 Yes
Roof Deck C9 34 Column 3150 C 300X400 N/A 90 3 Yes
Roof Deck C12 35 Column 3150 C 250X300 N/A 90 3 Yes
Roof Deck C14 37 Column 3150 C 250X300 N/A 3 Yes
Roof Deck C26 85 Column 3150 C 250X300 N/A 90 3 Yes
2F C1 16 Column 3350 C 300X400 N/A 90 3 Yes
2F C4 17 Column 3350 C 300X400 N/A 3 Yes
2F C5 18 Column 3350 C 300X400 N/A 90 3 Yes
2F C6 19 Column 3350 C 300X400 N/A 3 Yes
2F C7 20 Column 3350 C 300X400 N/A 3 Yes
2F C9 21 Column 3350 C 300X400 N/A 90 3 Yes
2F C10 22 Column 3350 C 250X300 N/A 90 3 Yes
2F C11 23 Column 3350 C 250X300 N/A 90 3 Yes
2F C12 24 Column 3350 C 250X300 N/A 90 3 Yes
2F C14 26 Column 3350 C 250X300 N/A 3 Yes
2F C26 27 Column 3350 C 250X300 N/A 90 3 Yes
2F C27 28 Column 3350 C 250X300 N/A 90 3 Yes
GF C1 1 Column 1500 C 300X400 N/A 90 3 Yes
GF C4 4 Column 1500 C 300X400 N/A 3 Yes
GF C5 5 Column 1500 C 300X400 N/A 90 3 Yes
GF C6 6 Column 1500 C 300X400 N/A 3 Yes
GF C7 7 Column 1500 C 300X400 N/A 3 Yes
GF C9 8 Column 1500 C 300X400 N/A 90 3 Yes
GF C10 9 Column 1500 C 250X300 N/A 90 3 Yes
GF C11 10 Column 1500 C 250X300 N/A 90 3 Yes
GF C12 11 Column 1500 C 250X300 N/A 90 3 Yes
GF C14 13 Column 1500 C 250X300 N/A 3 Yes
GF C26 14 Column 1500 C 250X300 N/A 90 3 Yes
GF C27 15 Column 1500 C 250X300 N/A 90 3 Yes
Roof Deck B2 73 Beam 4800 B 250X250 N/A 500 Yes
Roof Deck B4 74 Beam 4800 B 250X250 N/A 500 Yes
Roof Deck B8 77 Beam 3300 B 250X250 N/A 500 Yes
Roof Deck B10 78 Beam 4900 B 250X250 N/A 500 Yes
Roof Deck B11 79 Beam 3800 B 250X250 N/A 500 Yes
Roof Deck B12 80 Beam 3800 B 250X250 N/A 500 Yes
Roof Deck B14 83 Beam 5000 B 250X250 N/A 500 Yes
Roof Deck B15 81 Beam 3800 B 250X250 N/A 500 Yes
Roof Deck B16 82 Beam 3800 B 250X250 N/A 500 Yes
Roof Deck B19 84 Beam 5000 B 250X250 N/A 500 Yes
Roof Deck B46 100 Beam 4800 B 250X250 N/A 500 Yes
2F B2 58 Beam 4800 B 250X300 N/A 500 Yes
2F B3 86 Beam 3300 B 200X200 N/A 500 Yes
2F B4 59 Beam 4800 B 250X300 N/A 500 Yes
2F B5 87 Beam 3300 B 200X200 N/A 500 Yes
2F B8 62 Beam 3300 B 250X300 N/A 500 Yes
2F B9 63 Beam 3200 B 250X300 N/A 500 Yes
2F B10 64 Beam 4900 B 250X300 N/A 500 Yes
2F B11 66 Beam 3800 B 250X300 N/A 500 Yes
2F B12 67 Beam 3800 B 250X300 N/A 500 Yes
2F B13 68 Beam 5000 B 250X300 N/A 500 Yes
2F B14 69 Beam 5000 B 250X300 N/A 500 Yes
2F B15 70 Beam 3800 B 250X300 N/A 500 Yes
2F B16 71 Beam 3800 B 250X300 N/A 500 Yes
2F B17 88 Beam 3800 B 200X200 N/A 500 Yes
11. Assignments
Page 11 of 46
Story Label
Unique
Name
Design
Type
Length
mm
Analysis
Section
Design
Section
Axis
Angle
deg
Max
Station
Spacing
mm
Min
Number
Stations
Modifiers
2F B18 89 Beam 3800 B 200X200 N/A 500 Yes
2F B19 72 Beam 5000 B 250X300 N/A 500 Yes
2F B45 97 Beam 4800 B 200X200 N/A 500 Yes
2F B46 99 Beam 4800 B 250X300 N/A 500 Yes
GF B2 40 Beam 4800 B 250X300 N/A 500 Yes
GF B3 41 Beam 3300 B 250X300 N/A 500 Yes
GF B4 42 Beam 4800 B 250X300 N/A 500 Yes
GF B5 43 Beam 3300 B 250X300 N/A 500 Yes
GF B8 46 Beam 3300 B 250X300 N/A 500 Yes
GF B9 47 Beam 3200 B 250X300 N/A 500 Yes
GF B10 48 Beam 4900 B 250X300 N/A 500 Yes
GF B11 49 Beam 3800 B 250X300 N/A 500 Yes
GF B12 50 Beam 3800 B 250X300 N/A 500 Yes
GF B13 51 Beam 5000 B 250X300 N/A 500 Yes
GF B14 52 Beam 5000 B 250X300 N/A 500 Yes
GF B15 53 Beam 3800 B 250X300 N/A 500 Yes
GF B16 54 Beam 3800 B 250X300 N/A 500 Yes
GF B17 55 Beam 3800 B 250X300 N/A 500 Yes
GF B18 56 Beam 3800 B 250X300 N/A 500 Yes
GF B19 57 Beam 5000 B 250X300 N/A 500 Yes
GF B46 98 Beam 4800 B 250X300 N/A 500 Yes
3.3 Shell Assignments
Table 3.3 - Shell Assignments - Summary
Story Label
Unique
Name
Section
Diaphrag
m
Modifiers
?
Roof Deck F18 10 S100 D1 Yes
Roof Deck F19 8 S100 D1 Yes
Roof Deck F20 9 S100 D1 Yes
2F F17 2 S100 D1 Yes
2F F18 3 S100 D1 Yes
2F F21 11 S100 D1 Yes
12. Page 12 of 46
4 Loads
This chapter provides loading information as applied to the model.
4.1 Load Patterns
Table 4.1 - Load Patterns
Name Type
Self
Weight
Multiplier
Auto Load
DL1 Dead 1
DL2
Superimpose
d Dead
0
LL1
Reducible
Live
0
LL2 Live 0
LLR Roof Live 0
EX Seismic 0 UBC 97
EY Seismic 0 UBC 97
4.2 Load Sets
Table 4.2 - Shell Uniform Load Sets
Load Set
Load
Pattern
Load
kN/m²
Residential DL2 2.69
Residential LL1 1.9
RL LLR 0.6
4.3 Auto Seismic Loading
13. Page 13 of 46
UBC 97 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EX according to
UBC 97, as calculated by ETABS.
Direction and Eccentricity
Direction = X + Eccentricity Y
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Method A
Coefficient, Ct [UBC 1630.2.2] Ct = 0.03ft
Structure Height Above Base, hn hn = 26.25 ft
Approximate Fundamental Period, T [UBC
1630.2.2 Eq. 30-8]
T = Ct (hn T = 0.348 sec
Factors and Coefficients
Response Modification Factor, R [UBC Table 16-N] R = 8.5
Importance Factor, I [UBC Table 16-K] I = 1
Seismic Zone Factor, Z [UBC Table 16-I] Z = 0.4
Soil Profile [UBC Table 16-J] = SD
Seismic Source Type = A
Closest Source Distance = 8.3 km
Near-Source Factor, Na [UBC Table 16-S] Na = 1.068
Near-Source Factor, Nv [UBC Table 16-T] Nv = 1.336
Site Coefficient, Ca [UBC Table 16-Q] Ca = 0.46992
Site Coefficient, Cv [UBC Table 16-R] Cv = 0.85504
Equivalent Lateral Forces
Base Shear Coefficient [UBC 1630.2.1, Eq. 30-4] =
CvI
RT
maximum [UBC 1630.2.1, Eq. 30-5] =
2.5CaI
R
= 0.138212
minimum [UBC 1630.2.1, Eq. 30-6] = 0.11CaI = 0.051691
Zone 4 minimum [UBC 1630.2.1, Eq. 30-7] =
0.8ZNvI
R
= 0.050296
min ≤ Vcoeff ≤ max
Calculated Base Shear
Direction
Period
Used
(sec)
Vcoeff
W
(kN)
V
(kN)
Ft
(kN)
X + Ecc. Y 0.348 0 1895.608 261.9953 0
Applied Story Forces
14. Page 14 of 46
Story Elevation X-Dir Y-Dir
m kN kN
Roof Deck 8 83.67 0
2F 4.85 141.0713 0
GF 1.5 37.254 0
Base 0 0 0
15. Page 15 of 46
UBC 97 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EY according to
UBC 97, as calculated by ETABS.
Direction and Eccentricity
Direction = Y + Eccentricity X
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Method A
Coefficient, Ct [UBC 1630.2.2] Ct = 0.03ft
Structure Height Above Base, hn hn = 26.25 ft
Approximate Fundamental Period, T [UBC
1630.2.2 Eq. 30-8]
T = Ct (hn T = 0.348 sec
Factors and Coefficients
Response Modification Factor, R [UBC Table 16-N] R = 8.5
Importance Factor, I [UBC Table 16-K] I = 1
Seismic Zone Factor, Z [UBC Table 16-I] Z = 0.4
Soil Profile [UBC Table 16-J] = SD
Seismic Source Type = A
Closest Source Distance = 8.3 km
Near-Source Factor, Na [UBC Table 16-S] Na = 1.068
Near-Source Factor, Nv [UBC Table 16-T] Nv = 1.336
Site Coefficient, Ca [UBC Table 16-Q] Ca = 0.46992
Site Coefficient, Cv [UBC Table 16-R] Cv = 0.85504
Equivalent Lateral Forces
Base Shear Coefficient [UBC 1630.2.1, Eq. 30-4] =
CvI
RT
maximum [UBC 1630.2.1, Eq. 30-5] =
2.5CaI
R
= 0.138212
minimum [UBC 1630.2.1, Eq. 30-6] = 0.11CaI = 0.051691
Zone 4 minimum [UBC 1630.2.1, Eq. 30-7] =
0.8ZNvI
R
= 0.050296
min ≤ Vcoeff ≤ max
Calculated Base Shear
Direction
Period
Used
(sec)
Vcoeff
W
(kN)
V
(kN)
Ft
(kN)
Y + Ecc. X 0.348 0 1895.608 261.9953 0
Applied Story Forces
16. Page 16 of 46
Story Elevation X-Dir Y-Dir
m kN kN
Roof Deck 8 0 83.67
2F 4.85 0 141.0713
GF 1.5 0 37.254
Base 0 0 0