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Ryan James Olivo
เข้าร่วมเมื่อ 26 พ.ย. 2014
NSCP 2015 (UBC 97) Response Spectrum Analysis using ETABS
What is P-Delta Analysis? (NSCP 2015 Sec 503 - Steel Design) Part 1a - th-cam.com/video/9yRYGJ5hu-c/w-d-xo.html
What is P-Delta Analysis? (NSCP 2015 Sec 503 - Steel Design) Part 1b - th-cam.com/video/gaGAYaATptQ/w-d-xo.html
What is P-Delta Analysis? (NSCP 2015 Sec 503 - Steel Design) Part 1b - th-cam.com/video/gaGAYaATptQ/w-d-xo.html
มุมมอง: 671
วีดีโอ
NSCP 2015 (UBC 97) Static Force Procedure using ETABS
มุมมอง 3168 หลายเดือนก่อน
NSCP 2015 (UBC 97) Static Force Procedure using ETABS
How and Where to Get Data of Time Series for Earthquake Ground Motion
มุมมอง 3079 หลายเดือนก่อน
How and Where to Get Data of Time Series for Earthquake Ground Motion
Finding Eigenvalue of 5x5 using Spreadsheet (QR Factorization and Iteration)
มุมมอง 32710 หลายเดือนก่อน
Finding Eigenvalue of 5x5 using Spreadsheet (QR Factorization and Iteration)
Eigenvalue Determination Using QR Factorization and Iteration Algorithm (3x3) - Example Spreadsheet
มุมมอง 24610 หลายเดือนก่อน
Eigenvalue Determination Using QR Factorization and Iteration Algorithm (3x3) - Example Spreadsheet
AISC Manual Part 2a - Design of Beams (Discussion about Cb with Examples)
มุมมอง 231ปีที่แล้ว
AISC Manual Part 2a - Design of Beams (Discussion about Cb with Examples)
AISC Manual Part 2b - Design of Flexure Members (Beam)
มุมมอง 149ปีที่แล้ว
Lateral Torsional Buckling Modification Factor (Cb) - th-cam.com/video/OpKdWq3jo10/w-d-xo.html
AISC Manual Part 3 - Design of Compression Members
มุมมอง 145ปีที่แล้ว
AISC Manual Part 3 - Design of Compression Members
AISC Manual Part 4 - Design of Tension Members
มุมมอง 124ปีที่แล้ว
AISC Manual Part 4 - Design of Tension Members
AISC Manual Part 1 - Combined Loadings (Design of Gable Frame Subject to Wind Loading)
มุมมอง 496ปีที่แล้ว
This is a design of the Girder (and Column) of the Gable Frame from the Wind Loading Playlist with the Application of the Required Strength Provision of NSCP 2015 Sec 503 or AISC 360-16 Chapter C Wind Load (NSCP 2015) - th-cam.com/play/PLvqk3TBNytBCkzYnnZAnurb2x7SiZEoIZ.html Required Strength (Steel Design) Playlist - th-cam.com/play/PLvqk3TBNytBCkK7Atj6LZ6bYjdwVXL0OL.html Lateral Torsional Buc...
Required Strength from Wind Loading in ETABS (LRFD and ASD) - Part 3
มุมมอง 329ปีที่แล้ว
The final lecture video for determination of required loads using ETABS from wind loading applied to a 30x36x16.5 m Gable Frame. Second-order effects, stiffness reduction and provision about ASD design philosophy (NSCP 2015 sec 503 - Structural Steel)
Effect of Stiffness Reduction (Provisions of NSCP Sec 503 - Steel Design) - Part 2
มุมมอง 221ปีที่แล้ว
Short Discussion about the effects of stiffness reduction with second-order analysis on the max moment and displacement of the benchmark case in AISC
What is P-Delta Analysis? (NSCP 2015 Sec 503 - Steel Design) Part 1b
มุมมอง 339ปีที่แล้ว
P-Delta options in ETABS. Further discussion about the effects of P-Delta on the required strength for steel design.
What is P-Delta Analysis? (NSCP 2015 Sec 503 - Steel Design) Part 1a
มุมมอง 684ปีที่แล้ว
A short discussion about the second-order effects (P-Delta effects) of NSCP 2015 Sec 503 with example and verification benchmark from AISC Specifications.
ETABS Wind Load (NSCP 2015) Part 3b - ASD Load Combinations
มุมมอง 642ปีที่แล้ว
ETABS Wind Load (NSCP 2015) Part 3b - ASD Load Combinations
ETABS Wind Load (NSCP 2015) Part 3a - LRFD Load Combinations
มุมมอง 1.3Kปีที่แล้ว
ETABS Wind Load (NSCP 2015) Part 3a - LRFD Load Combinations
ETABS Wind Load (NSCP 2015) Part 1 - Modelling of Gable Hangar
มุมมอง 1.9Kปีที่แล้ว
ETABS Wind Load (NSCP 2015) Part 1 - Modelling of Gable Hangar
ETABS Wind Load (NSCP 2015) Part 2 - Load Patterns and Load Cases
มุมมอง 1.1Kปีที่แล้ว
ETABS Wind Load (NSCP 2015) Part 2 - Load Patterns and Load Cases
Wind Load (NSCP 2015) - Internal Pressure Enclosure Classification with Examples
มุมมอง 2.2Kปีที่แล้ว
Wind Load (NSCP 2015) - Internal Pressure Enclosure Classification with Examples
Wind Load (NSCP 2015): External Pressure Coefficient (Cp) With Example
มุมมอง 9Kปีที่แล้ว
Wind Load (NSCP 2015): External Pressure Coefficient (Cp) With Example
Wind Load (NSCP 2015): Gust Effect Factor with Examples on Flexible Structure
มุมมอง 3.3Kปีที่แล้ว
Wind Load (NSCP 2015): Gust Effect Factor with Examples on Flexible Structure
Wind Load (NSCP 2015): Topographic Effects (With Example)
มุมมอง 2.6Kปีที่แล้ว
Wind Load (NSCP 2015): Topographic Effects (With Example)
Wind Load (NSCP 2015): Exposure Category
มุมมอง 2.9Kปีที่แล้ว
Wind Load (NSCP 2015): Exposure Category
Introduction to Wind Load Part 2 (NSCP 2015): MWFRS and C&C
มุมมอง 3Kปีที่แล้ว
Introduction to Wind Load Part 2 (NSCP 2015): MWFRS and C&C
Introduction to Wind Loads Part 1 (NSCP 2015)
มุมมอง 7Kปีที่แล้ว
Introduction to Wind Loads Part 1 (NSCP 2015)
Response Of Linear SDOF System To El Centro Earthquake - Modified Newmark Beta
มุมมอง 1.5Kปีที่แล้ว
Response Of Linear SDOF System To El Centro Earthquake - Modified Newmark Beta
Time Domain Analysis - Modified Newmark Β
มุมมอง 360ปีที่แล้ว
Time Domain Analysis - Modified Newmark Β
Time Domain Analysis - Central Difference Method
มุมมอง 372ปีที่แล้ว
Time Domain Analysis - Central Difference Method
Time Domain Analysis - Duhamel's Integral
มุมมอง 488ปีที่แล้ว
Time Domain Analysis - Duhamel's Integral
the condition number 3 say that the building is near the crest or in the up half hill, which is not in this example !
Would it be possible to purchase the spreadsheet from you?
Thank you for the materi sir. I want to ask what is the value of "e" in the K3 formula ?
e is constant and is called "Euler's number" the base of natural log function. It is equal to e = 2.71828
hello sir, pwde po ma shareniyo po copy of your NSCP 2015
pahelp po everytime nag si-sign up ako lagi lumalabas yung "We're sorry, but something went wrong. We've been notified about this issue and we'll take a look at it shortly."
Thank You Mr. Olivo
Very good and i would like to have Excel spreadsheet for gust affect factor for flexible structure Would you pl send me
The chicken!
Hi po. If mas malaki po yung shear from rsa, need pa po ba iscale down to equal it sa static shear or no need to scale na po and as is yung shear from rsa na gagamitin na? Ty po
what is the classification of streetlights or lamp posts in calculating wind loads?
can u please send me excel?
Dear Sir, Thank you very much for the valuable video. Would it be possible for us to have the Newmark excel sheet Thanks
what are the formulas for k* , a1, a2 and a3 ?
Sir lecture video po ba ito ng masters or undergrad?
para po sa undergrad po i2.
Good day, sir. If possible sir, pwede po maka hingi ng excel file niyo for topographic effects sa wind load? Salamat po sir!
for K1, is it K1*H/Lh or K1/(H/Lh)? as per your video you multiplied 0.85 to H/Lh instead of division.
yes po, you multiply, kasi K1/(H/Lh) = 0.85. So K1 = 0.85*(H/Lh)
hi, can you leave me a contact. I need help for calculating wind load for mounted solar project.
Sir, if the problem states that we assume a 2d-hill, do I use the 3d-axisymmetrical hill or the 2d ridges?
thanks
Sir question po. Pano po kapag angle < 10 deg.. then ang wind is normal to ridge.. both for wind ward and lee ward side ba eh same ang Cp? Sample.. h/L = 0.5, Cp will be both 0.9 . Then other case is both 0.18?
Gamitin niyo po ung table po ng parallel to the ridge, ung may "Horizontal distance from windward edge"
Ano po ang time history analysis?
paghanap po ng response ng isang structure sa actual or synthetic earthquake (ground acceleration vs time graph). Numerical analysis po it ng differential equation. You can watch my video about an example sa Time History of a single degree of freedom system th-cam.com/video/VEyEpXFN6sA/w-d-xo.html
Hi Ryan, can you share the excel sheet
Good day Sir. Engr.! May I know what book are you using in this video? Seems clearer than the NSCP 2015 pdf that I got from the internet. Hehe
Membrane will not contribute to frame stiffness. But what will be the difference when we will not change the modifier to 0? Thank you
Yes, membrane does not have an in-plane stiffness, but it has an out-of-plane stiffness. Therefore, if you want to remove the out-of-plane stiffness modify the stiffness properties of the membrane to 0.
@@ryanjamesolivo6516 thanks. Sir i try another way. Instead of stiffness modifier i used material property with 0 weight. The shear and moment almost the same. But for the axial big difference. Any comment?
That is a great explanation. I like it, sir. But I have one question. can we choose any mass and stiffness value to get maximum responses, or are there any recommended natural periods that we can use to collect maximum responses of the system for each damping ratio? with regards!
Yes, we can graph all the different periods of vibration vs the maximum responses (e.g. acceleration, velocity and displacements) this is what we call the response spectrum curves (RSC) We use RSC for response spectrum analysis (RSA). Most earthquake codes uses a damping ratio of about 5% Responses are a function of the period/frequency and the damping ratio in RSC.
sir what if yung h/L is 0.46 consider 0.5 na po ba?
Kung normal to the ridge, interpolate niyo Po, kung parallel to the ridge consider niyo 0.5,
@@ryanjamesolivo6516 eto po siya sir di ko po kasi alam paano na derive sa -0.81 and -0.17 sa windward yung sa reference ko Roof Pressure Coeff: h/L=9.75/21=0.46 Winward -0.81 -0.17 Leeward -0.49 Roof Angle=13.39 deg. interpolate muna po ba yung value ng h/L before yung sa angle? 0.25 -0.7 0.46 x 0.5 -0.9
Helpful yung mga videos mo sir. Especially yung Response spectrum analysis na discussion mo using the software. Nagkakaidea na kami as students about seismic design. Thank you sa effort ng pagdiscuss I hope na marami pa kayong maturuan.
Sir thank you sa vids! Very helpful. More uploads to come particularly earthquake engineering haha nscp 2015 godbless po