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David Garber
United States
เข้าร่วมเมื่อ 19 ม.ค. 2016
David Garber, PhD is an Assistant Professor at Florida International University. He specializes in reinforced and prestressed concrete behavior, analysis, and design.
Many of the instructional videos on this page are related to his Reinforced Concrete Design and Advanced Reinforcement Concrete courses.
Many of the instructional videos on this page are related to his Reinforced Concrete Design and Advanced Reinforcement Concrete courses.
Precast Concrete - 5 - Example 1 - Post-Installed Adhesive Anchor
This example is in Module 5 of my Precast Concrete Design course (Buildings - Connections). This example goes through a tension and shear capacity check for a post-installed adhesive anchor. Different tension and shear anchorage failure mechanisms are checked including steel strength in tension, concrete breakout strength in tension, bond strength of adhesive anchor in tension, steel strength in shear, concrete breakout strength in shear, and concrete pryout strength. The anchorage interaction equation is also used to check the capacity of the connection under a given tension and shear force. The design checks are performed using ACI 318-19.
มุมมอง: 11 458
วีดีโอ
Precast Concrete - 4 - Example 2 - Corbel Design
มุมมอง 13K2 ปีที่แล้ว
This example problem is in Module 4 of my Precast Concrete Design course (Buildings - Other Members). This example goes through a corbel design using the strut-and-tie method (STM). Corbels are typically used on precast columns as they allow for a quick connection between inverted-tee beams and the columns. This example includes preliminary sizing, bearing pad size, STM model layout and element...
Precast Concrete - 4 - Example 1 - Column Design
มุมมอง 5K2 ปีที่แล้ว
This example problem is in Module 4 of my Precast Concrete Design course (Buildings - Other Members). This example goes through a column design including creating an unfactored/factored moment-axial force interaction diagram, determining capacity of biaxially loaded columns, and including slenderness effects in the interaction diagram.
Precast Concrete - 3 - Example 1 - Precast Beam Design
มุมมอง 9K2 ปีที่แล้ว
This example problem is in Module 3 of my Precast Concrete Design course (Buildings - Beams). This example goes through a full design for flexure (including stress, strength, minimum reinforcement, and deflection checks) and shear for a prestressed, precast beam spanning 61 feet using a double-tee beam (10DT26). The PCI Design Handbook is used for help with the preliminary design and section pr...
Precast Concrete - 2 - Example 4 - Muller-Breslau Principle for Influence Lines
มุมมอง 1.9K2 ปีที่แล้ว
This example problem is in Module 2 of my Precast Concrete Design course (Codes and Loads). This example gives a brief background of the Muller-Breslau Principle and goes through its use for developing influence lines. Several different influence lines are developed (reaction, shear, and moment) for a simply supported beam and magnitudes are determined from point loads and distributed loads. Th...
Precast Concrete - 2 - Example 3 - Influence Lines
มุมมอง 1.8K2 ปีที่แล้ว
This example problem is in Module 2 of my Precast Concrete Design course (Codes and Loads). This example goes through how to find the influence lines for a structure. Influence lines for reaction, shear, and moment are developed for a simply-supported beam with two cantilever overhangs. These influence lines are used to determine magnitudes under point loads and distributed loads.
Precast Concrete - 2 - Example 2 - Live Load Distribution Factors for Bridges
มุมมอง 12K2 ปีที่แล้ว
This example is in Module 2 of my Precast Concrete Design course (Codes and Loads). This example goes through how to find the live load distribution factors for a bridge with precast concrete girders using the AASHTO LRFD Bridge Design Specification (8th Edition). Distribution factors for moment and shear are found using AASHTO LRFD tables and using the lever rule for interior and exterior gird...
Precast Concrete - 2 - Example 1 - Loads on Building
มุมมอง 6K2 ปีที่แล้ว
This example problem is in Module 2 of my Precast Concrete Design course (Codes and Loads). This example goes through how to find the demand on different building members based on typical parking garage loads from ASCE 7 and dead loads from precast members and superimposed dead loads.
Prestressed Concrete Design - 11 - Example 1 - Prestress Loss Estimation w/ AASHTO and PCI Handbook
มุมมอง 3.3K3 ปีที่แล้ว
This example problem is in Module 11 of my Prestressed Concrete Design course (Prestress Loss). This example goes through how to calculate prestress loss of a decked bulb-tee girder using the AASHTO LRFD (2017) Refined Method and PCI Handbook Method (2010). The deck is cast with the precast girder for this section.
Prestressed Concrete Design - 10 - Example 4 - Double-Tee Shear Design with ACI 318-19
มุมมอง 4.6K3 ปีที่แล้ว
This example problem is in Module 10 of my Prestressed Concrete Design course (Design for Shear). This example goes through how to calculate the shear contribution and required shear reinforcement (per foot) using ACI 318-19 Simplified and Detailed shear procedures. ACI 318 minimum shear reinforcement requirements and maximum spacing requirements are included. The sample calculations are at the...
Prestressed Concrete Design - 9 - Example 1 - Design for Flexure
มุมมอง 13K3 ปีที่แล้ว
This example problem is in Module 9 of my Prestressed Concrete Design course (Design for Flexure). This example goes through a full design for flexure for a prestressed concrete beam spanning 46 feet; including checks for flexural stresses, flexural strength, residual strength after cracking, and deflections.
Prestressed Concrete Design - 8 - Flexural Strength
มุมมอง 4.9K3 ปีที่แล้ว
This is a video lecture for Prestressed Concrete Design. This video goes through finding the flexural strength of prestressed concrete members. The rectangular stress block approximation is used with the strand stress equation from ACI 318. The strain compatibility approach for finding the strand stress is also discussed. The ACI 318 strength reduction factors and minimum flexural reinforcement...
Prestressed Concrete Design - 8 - Example 4 - Nominal Moment using Strain Compatibility
มุมมอง 3.3K3 ปีที่แล้ว
This example problem is part of Module 8 in my Prestressed Concrete Design course on the flexural strength of prestressed concrete members. This example goes through how to calculate the nominal moment using the strain compatibility approach. This approach is a more general approach than the ACI 318 or AASHTO LRFD methods for finding the stress in the prestressing strands. This example is a con...
Prestressed Concrete Design - 8 - Example 3 - ACI 318 Minimum Flexural Reinforcement Requirement
มุมมอง 3.5K3 ปีที่แล้ว
This example problem is part of Module 8 in my Prestressed Concrete Design course on the flexural strength of prestressed concrete members. This example goes through how to calculate the minimum flexural reinforcement requirements using ACI 318-19 (section 9.6.2.1). The example includes how to find the cracking moment (Mcr) as part of this design check. This is a continuation of Example 1 (th-c...
Prestressed Concrete Design - 8 - Example 2 - Nominal Moment with ACI Approach for T-Beam
มุมมอง 8K3 ปีที่แล้ว
This example problem is part of Module 8 in my Prestressed Concrete Design course on the flexural strength of prestressed concrete members. This example goes through how to calculate the nominal moment for a T-beam using the ACI 318-19 approach for calculating the stress in the prestressing strands at ultimate strength (fps). The rectangular stress block approximation is used for concrete stres...
Prestressed Concrete Design - 6 - Example 2 - Using Strain Compatibility w/Sustained Loads (2/15/21)
มุมมอง 1.7K3 ปีที่แล้ว
Prestressed Concrete Design - 6 - Example 2 - Using Strain Compatibility w/Sustained Loads (2/15/21)
Prestressed Concrete Design - 8 - Example 1 - Nominal Moment with ACI Approach
มุมมอง 4.2K3 ปีที่แล้ว
Prestressed Concrete Design - 8 - Example 1 - Nominal Moment with ACI Approach
Prestressed Concrete Design - 6 - Example 3 - Strain Compatibility with Composite Sections (2/15/21)
มุมมอง 1.3K3 ปีที่แล้ว
Prestressed Concrete Design - 6 - Example 3 - Strain Compatibility with Composite Sections (2/15/21)
Prestressed Concrete Design - 7 - Example 4 - Stress/Deflection using Force-in-the-Tendon
มุมมอง 4.8K3 ปีที่แล้ว
Prestressed Concrete Design - 7 - Example 4 - Stress/Deflection using Force-in-the-Tendon
Prestressed Concrete Design - 7 - Stresses with Force-in-the-Tendon Approach
มุมมอง 3.3K3 ปีที่แล้ว
Prestressed Concrete Design - 7 - Stresses with Force-in-the-Tendon Approach
Prestressed Concrete Design - 7 - Example 3 - Deflections using Force-in-the-Tendon Approach
มุมมอง 1.9K3 ปีที่แล้ว
Prestressed Concrete Design - 7 - Example 3 - Deflections using Force-in-the-Tendon Approach
Prestressed Concrete Design - 7 - Example 2 - Force-in-the-Tendon Approach for Service Stresses
มุมมอง 2.5K3 ปีที่แล้ว
Prestressed Concrete Design - 7 - Example 2 - Force-in-the-Tendon Approach for Service Stresses
Prestressed Concrete Design - 7 - Example 1 - Force-in-the-Tendon Approach for Release Stresses
มุมมอง 3.9K3 ปีที่แล้ว
Prestressed Concrete Design - 7 - Example 1 - Force-in-the-Tendon Approach for Release Stresses
Prestressed Concrete Design - 6 - Stresses with Strain Compatibility Approach
มุมมอง 6K3 ปีที่แล้ว
Prestressed Concrete Design - 6 - Stresses with Strain Compatibility Approach
Prestressed Concrete Design - 6 - Example 1 - Calculating Stress using Strain Compatibility
มุมมอง 2.5K3 ปีที่แล้ว
Prestressed Concrete Design - 6 - Example 1 - Calculating Stress using Strain Compatibility
Prestressed Concrete Design - 5 - Example 4 - Using RESPONSE2000 for Factored M-N Diagram
มุมมอง 2.4K3 ปีที่แล้ว
Prestressed Concrete Design - 5 - Example 4 - Using RESPONSE2000 for Factored M-N Diagram
Prestressed Concrete Design - 5 - Example 3 - Finding Deflection using Moment-Area Theorem
มุมมอง 1.9K3 ปีที่แล้ว
Prestressed Concrete Design - 5 - Example 3 - Finding Deflection using Moment-Area Theorem
Prestressed Concrete Design - 5 - Example 2 - Moment-Curvature using Rectangular Stress Block
มุมมอง 3.9K3 ปีที่แล้ว
Prestressed Concrete Design - 5 - Example 2 - Moment-Curvature using Rectangular Stress Block
Prestressed Concrete Design - 5 - Response to Flexure
มุมมอง 6K3 ปีที่แล้ว
Prestressed Concrete Design - 5 - Response to Flexure
Prestressed Concrete Design - 5 - Example 1 - Moment-Curvature Plot using RESPONSE2000
มุมมอง 6K3 ปีที่แล้ว
Prestressed Concrete Design - 5 - Example 1 - Moment-Curvature Plot using RESPONSE2000
good
Hello po engr. Mga ilang tonnes po kaya ang kayang ipatong (upright)sa culvert na may sukat H 1.5m W 1m thickness 10cm..
why there is no one talking about the compression anchorage and why we need it?
Dave, Thanks for the video. The interaction capacity applies to non-slender columns only correct? For the balance point calc, why wasn't the As area removed when calculating Cc, as was done with the pure compression calculation? Thanks
Thank you for your good example. I have a question. Can Collins and Mitchell model be used for 5000 psi concrete?
Hello David, what's code do you use?
Great lecture! Very nice to finally get to know the derivation for the confinement formulas
David da goat 🐐
Thanks for the clear explanation
Noice!
Very interesting, Thanks.
Would you post a link to the example problem videos. I would like to dothem but having a solution in hand would help a lot. thx
27:29 N should be Cs3+cc+Ts2 - Ts1. 29:28 why is middle steel not accounted for in the moment calculation?
Thank you so much sir,this is helpful video that can help my stuying, sir i have a favor may i borrow this file.
🎉
Could you please tell me the article title of "Qi & Moehler(1991)" and "Corley & Mattock (1966)" for the expression to find the maximum strain of confined concrete? Thank you in advance
Dumb question, but... if your beam was NOT doubly reinforced, would your rho' just be 0? Since the area of that steel is 0?
So I started doing wood framing calcs for my designs. I'm reading through NDS standards it ended up hear trying to understand the different from ASD and LRFD. I was taught and do calcs like Fb = Max M / Section modulas and compare that against the AWC tables for the wood we use. I'm assuming that's ASD method? The NDS section on adjustment factors is really throwing me off.
When calculating the bending moment aren't you doing it around the elastic neutral axis(axis with equal area on either side?) not the plastic axis(axis of neutral force) like said in the video
@davidgarber where do those 25 and 45 degree recommendations come from on 17th min? Are they code recommendations? For the hanger design, I think it’s a bit conservative to use that method since stresses can spread to a wider effective area.
I hate the speedy explain
thank you
Very well explained
His this was great thanks. However how can the S&T model be applied in the case of continuous loads, or the case of the self-weight of a wall only, or in the case of seismic shear wall where the only load is the acceleration load of the wall itself? None of these feature the point of application of the load at a single node. Where do you apply the loads to your S&T model in these cases?
In this video, you transform by multiplying by n-1. But in the next video in this series, you multiply by just n. Is this because you tranform differently for cracked vs uncracked?
What is the purpose of h measurement?
Best
Thanks for this Quality Conent, but i have a question in the 42:46 where we use equilibrium to solve for Kd, is there any chance that the equation had an error, because i've tried to solve it in different softwares but it always give me the answer like 11 inches
Dear Sir, do you know how to determine the side reinforcement for raft foundation? Thank you
Thanks for that insight Sir but i would like to understand the computation in the 2nd row for time after initial curing
Good job, thanks Can you pls share with us crack width calculation for tension piles.
So helpful
What is the reduction in the load carrying capacity in the slender column loaded concentrically ? thanks
frequency?
seems we're not in Kentucky anymore
thanks for the video!
Awesome!!
can you tell me about the book?? who is the author of this book?? thank you in advance.
how do you know node D is smeared?
Dear David Thank you for your nice video. Would you explain me the philosophy of increasing the loads and decreasing the resistance in LRFD design method . If we are at the elastic zone in HOOK curve or pass to plastic zone in LRFD method ? . What is the main concept by increasing the loads if we do not pass to plastic zone, or it is virtual and we remain in elastic zone. I can’t catch the beauty of LRFD if don’t understand the logic of assumes in LRFD . Please clarify it me if possible. My in advance gratitude. H Rahimi
Thank you for your efforts to show the issues but Your had writing is indiscernible and not understandable ، so it was better shown with typed medium size fonts.
Are you sure that delta4 should be considered in the long term calculus? I think the sum for the total should be delta1+delta2+delta3 instead. Great video anyways.
I reviewed the problem statement and it is fine to consider delta4 since there is a 10 year pause in the middle (it could be because the construction is abandoned due to lack of funds or problems at work for example). Good practical example! I understand that it does not apply to the most common cases where the work continues directly and there are no long pauses of years.
I am not sure this is the best way to term it, you satisfy the yield criterion in the upper bound theorm as well, the stress at the surface of the collapse mechanism is at the yield stress.
Perfect
What is the limit of this model?? Can we use it for a UHPC sample, of 22 ksi??
thanks
Hello, sir, I want to express my gratitude for your informative videos on the topics of Mander's model and confinement stress. I am seeking your assistance in gaining a better understanding of confinement in concrete-encased columns, particularly those featuring an "H" steel section, and how it relates to the moment flange effect. Your insights would be greatly appreciated.
Hello, sir, I want to express my gratitude for your informative videos on the topics of Mander's model and confinement stress. I am seeking your assistance in gaining a better understanding of confinement in concrete-encased columns, particularly those featuring an "H" steel section, and how it relates to the moment flange effect. Your insights would be greatly appreciated.
Hello, sir, I want to express my gratitude for your informative videos on the topics of Mander's model and confinement stress. I am seeking your assistance in gaining a better understanding of confinement in concrete-encased columns, particularly those featuring an "H" steel section, and how it relates to the moment flange effect. Your insights would be greatly appreciated.
Just what I needed! Very good video, thank you. Question: I assume this is for the nominal/factored moment capacity midspan. How does the ultimate stress in the stands change as some strands are harped nearing beam ends? Does it change? Is a change simply from the d(sub)p distance from compression fiber to strand CG that would change the stress/strain in the strands?
ACI max spacing, Vs>4bwd.fc1/2 so max spacing is 5.375 inch. am I right?