Hi, I'm a structural engineer. Your idea about splicing is somehow correct. The top bar should be spliced farther the column while the bottom bar should be spliced nearer the support. This is because the rebar is designed to carry the tensile forces of the beam, which is located near the support at the top and at midspan at the bottom. This is not applicable for all beams because beams with discontinuous spans tend to have their tensile forces at the bottom for the whole span. But the most important thing is that the splicing details should be included in the structural plans of your house. You should try to check if it is written in the plans. It is the responsibility of the structural engineer to write it as well as the contractor to follow it. It is also the government's responsibility to check whether the plan is correct.
actually its a plinth beam. the upward force is in the center of beam upside, so you the splicing should not be in the upperside in the center but on the bottom and in the upper side near column. plinth beam and regular beams have different moments.
The slicing is definitely standard in all country because it is The construction building code. The workers doesn't understand . The splicing should in the middle.
Dude. You should be the one explaining and narrating all this not your wife. This is an instructional video and it has to be correct!!! What did the engineer said about the splicing locations for the ties? That’s critical information. Don’t you think?
I agree with Manuel... dont worry so much on the grade beams. Your husband is 100% correct regarding the splicing... top bar should be spliced at the center of two columns but the bottom bar should be close to the column, inside the column even better. On that 16mm rebar your overlap needs to be 64cm. The rule of thumb is lap should be 40 times your bar diameter. So if you are working with a 16mm size bar you need to overlap 64cm. This is actually how they do it here in the Philippines... not sure in other countries.
well said.. 40X the diameter rule of thumb. If you use no. 4 that should be at least 30" or higher lap splice. Yes center of 2 columns for top bars and bottom bar close to the column. It's same in the U.S Mike .
Yes the splicing is AT LEAST 40 times rebar diameter. But sometimes it's more than that depending on the analysis and design. I hope 40D is sufficient for your structure since it was already done.
There is a big mistake and can cause problems in the future, the Stirrups, the stirrups ends should be bent 135 degrees inwards for best locking on the concrete .
Hi Andy. You are correct with the Splicing issue, but perhaps you do not fully understand why. At the middle of the top of a beam, the beam will be in compression when loaded from above, such as by the supporting walls of your house. The major stresses on the top of the beam occur as shear stresses and tension at the point where the beam joins the supporting columns, and that is why there should be a greater number of stirrups along the quarter of the beam length close to the supporting column and most importantly there must be no joins in this section. I used to believe that the shear stresses would be at 90 degrees to the beam, but this is not the case, the shear stesses appear diagonally, thus to counter this the number of stirrups needs to be greater. The Bottom of the beam will be in tension at the centre of the beam, but at the bottom ends of the beam it will be in compression, hence why joins for the rebar at the bottom of the beam should be as close to the ends of the beam as possible. . I hope this helps
Hi! your theory is correct, for the suspended beam but for the tie beam, it acts differently, the bend is upwards, so splicing will be inverted. basically, splicing at the column part will be at the Top and at the middle section of the tie beam spliced will be at the bottom. cheers
@@engr.acoustic6803 L/4 and L/2 is the rule of thumb where the steelman can easily determine and compute the location of splicing.if you say near the support there is no formula or computation it is just assumed computation..near the support is under the span of L/4..
Since your colunm is not tied to the beam (no L shaped rebar going from horizontal to vertical), not a issue. Code for overlapping is more important to get right (say 3 foot overlap and not 6 inches). It is better how ever to have splices offset and away from a high loaded area, so that it does not create a weak point in 1 location. The beam is designed more to keep things from pulling apart, not holding up weight. You could just have the guys weld the rebar together in a couple of spots to solve that issue, but since this was done almost a year ago, it should be fine. As far as doing what you want, it is YOUR money, so you decide how things get done. I have that same problem when I get people to do things at our place in Mindinao.
The explanation of why we should place the splices in the middle is just funny 😅, he missed the story on why we recommend to place the splice of the top reinforcement in the middle of the span and bottom on the support. Any way it is just a recommended practice not a most and it will not make your structure weeker
Worry less on ground tie beams..Worry more on above ground tie beams...You don't have basement....Try to avoid splicing..Rebars comes in 40 ft... If you have to.. do it somewhere in the middle with minimum 2 feet overlap..Don't splice directly opposite one another.. This results to a weak area...U.S. uses couplers/connectors then hydraulic press or crimper...One options are weld it or use U bolts..
@@thomascherney7873 My only credential is work experience & observations from others... like building inspectors. However. I can learn from others with better credentials.
Whats the use of the Foreman? If his not doing his job properly fire him. I know its abit hard... But please do remember this is a house you'll gonna live in for a long time... Maybe the foreman is nice kind and all... But that wont build a proper house..
Dont say that the splice on the middle blah blah.. just like my HUSBAND LIKE IT! HES DOING RESEACH... that's a house you'll call home in the Future... You're lucky woman to have. A guy who does research before opening his mouth...
Splicing of longitudinal top bar near the support should be avoided to counter negative moment shear force.. and the lapping length Ld should be 40d to 50d.
tie beam footing and other foundation better to consult your geotechnical engineer for soil analysis and structural engineer. in my opinion ground beams the pressure is upward so top bars are in tension splice could be L/4 from support.
You are definitely right Sir! But Please, it should not be put in General as what those guys are doing their work does not generally represents Correct Practice(Unengineered Structures as what others call) , And ma'am Please Do not use "Best Practice in the Philippines" because it just Goes to show that you are hiring Contractor with Poor Structural Understanding...You Should Hire Higly Competent Professionals say for Inspection you Can Hire your In-house Engineer, Please Do Not Hire Architects for Structural Works (No Offense) Mostly they are not that Detailed or versed when it comes into Structural Methodology, they are Only After of the Finish regardless of what the Construction Notes says, Or the Contractor also... Also They Can Use Available Commercial Lengths of 6.00m, 7.50m, 9.00m, 10.50m and 12.00m for them to met the Required Splice Zones end Lengths... Other Observation the Columns do not have Joint Confinement Ties or Lateral Ties at Beam-Column Joint which is Required by the Code as Seismic Provision..
Ahh! these engineers/contractors they are never around when you need them to supervise and teach their workers the best construction practices according to the law of the land!
I am not an engineer but i understand somehow how to build a concrete house. Sorry to say all what they do are not in accordance to how a concrete house should be build, for example even the stirrups should be bend not only 100 digrees but 135 digrees. About the splicing they should not put it next to the columm and the joint should not be in the same lenght with the others. One more thing i've noticed was under the tighbeams they did not put gravel first before they poured the cement and maybe also all the columms.🙄 i think the soil has a low bearing capacity.....thanks for reading my coment....i might be wrong or i might be right...peace!! Godbless
The splice must be inside the column and the ties of the beam continue inside the column also the stirrups of column continue all the way down you can also install additional rebar on the middle of the beam.so that your beam is very strong
right, splicing on top is in the middle 1/3, 1/3,/1,3 sample, lower part is correct where the splicing. all beam bars are inside the column bars. that's help u
As a rough guide for top splicing it can be done after 1/4 of the distance away from the columns... if 4 M apart then splice after the 1 M point, middle is a better option and stagger the joints.
The Rebar in the top of the Beam should be spliced as close to the middle 2 quarters of the beam as possible and the rebar in the bottom of the beam spliced in the quarters closest to the ends: This video may help your appreciation. th-cam.com/video/FZYjor8Se9U/w-d-xo.html
The first rebar close up view, the bend , i believe the stirrup closer to the column is 2@ 2, the measurement is much wider.. There is really wrong in this construction, the splicing is incorrect, you are correct in splicing location, the knowledge of contractor is incorrect, they cannot say it is standard in the philippines. The code is internation, you use it worldwid. Do you have engineer that did the design should be able to assist you. The design drawings will indicate the locations an d dimensions. I have not seen the engineer pointed the all the mistakes.
Bottom splices no more than 25% of of span from the end to the center of the overlap. Top splice center falls within the center 25% of span. Overlap on beams is 40 bar diameters with the dog leg bend of one bar like you have done. The location of the tie beams is between all adjacent columns and under the center of the wall hollow blocks because it is also a footer for the wall. I always pour the floors after the tie beams and occasionally monolithically with the tie beams on smaller floors like 5 by 8 meters where you won't be cutting a lot of expansion crack reliefs. Then the walls go on top of the floor which can extend past the tie beams about 3 times the floor thickness. If the walls don't land on the tie beams pour footers to set the walls on. minimum depth is the finish wall thickness and width is 3 times wall thickness (blockwork plus render) with rebar 3 bar diameters up from the bottom of the footer. For floors I start bars with a 16 inch length stagger at the end and step back 16" on each succeeding row. Whatever is left at the far side is the first piece of the next row. Any left over bits get tied at 45 degrees at the corners of the columns to help reduce inside corner type cracks where the floor wraps around the columns. With this approach no bar splices are beside each other and I use a standard lap of 16 inches minimum on smaller bars and 24 inches for 12mm and above. Spacing of bars is calculated for the short dimension of a floor with a 50% safety factor on the concrete and rebar weight (dead load) and 50 pounds per square foot live load plus any thing permanently affixed to the structure. The rebars set 90 degrees to the calculated direction are actually all just more stabilization and safety factor. One other thing, I start calculating rebar stress at the top of the building where the roof attaches, and then work down adding everything above a point at the floor level tie beams and column weight to that level. Then add the suspended floor and in all the walls and columns weight to size the next floor tie beams and column sizing which would typically be the tie beams you are pouring now. The top beams and columns are about 25% smaller than the first floor even with the concrete flat roof. We also have a spider beam holding up the roof with 10 legs and 162 rebars passing the center point and 530 feet of electrical conduit in the spider beam. And .......still no electrical connection. george and aurora
The guy is right about splicing and he should have told his workers do it his way but on the tie beam it probably does not matter much because that will be underground although when they get to the beams it should be the white boy's idea that should be followed.
Just because the beam is underground does not mean that it is not load bearing. The white guy (Andy) is correct full stop. It is not an idea but recognised correct building practice. Even in the Pilipinas
Splicing of rebar varies on structural flexural members. For footing tie beam, the top bar at support (column), and bottom at mid-span. If we consider soil subgrade reaction, the response of the tie beam will bend upward causing top fiber in tension and bottom in compression. Prior to rebar fabrication and installation, there should be rebar shop drawings and bar bending schedule to be reviewed and approved by the engineer of record. The case for girders on upper floors has a different response since it will carry floor loads. It will bend downward resulting in midspan bottom fiber in tension and top in compression. Place top bar splice at midspan and bottom start at 2x the height of girder being considered. The 2H start of splice and tension lap splice length is recommended since stress reversal occurs when the frame is swaying due to lateral forces assuming this project located at seismic zone 4. For beams that usually carry gravity loads, place the top bar splice at the midspan and the bottom bar at support.
I think they are still in the planning stage, a lot slower work if that's the situation. They could have improved the Pace.At The middle of the beam , a column is necessary IF the Span is greater than 3 meters vetween 2 post or column, but if its just the ground tie beam, it can be omitted,but not if its overhead beam!
Here's the thing about the difference on stabilizer or brace vs stir ups. There's stirrups with in stabilizer . In this case its lateral ties, or stabilizer. I don't think there's stir ups
Actually the beam will be in compression at the top and tension at the bottom. The beams are load bearing along their length and any normal force applied by the ground below will have a zero-sum effect. This situation may change during an earthquake if there are localized upward forces applied by the ground below. th-cam.com/video/FZYjor8Se9U/w-d-xo.html
i like to correct you regarding what you say about the location of the splice, ( best practice in the philippnes) Sorry for that , that you generalize the rebars fixers about splicing. In the first place the location of the splice is WRONG, second , i notice that you dont have any bar cutting list, what your workers pick , thats what they install .
You are correct. Splicing must not be done where the rebars bear the tension. In a beam that is continuous across a column near the column the tensile stress is st the top, but at the middle of the beam the tensile stress is at the bottom of the beam. So, REDDIT as the husband says because the splice is not strong enough in tension. If you don't want to redo it, you can strengthen the splice by welding it along the splice as it is now!
just only suggestion, It is considered safe since this is a tie beam & supported by a compacted underlying base, as well the reinforcement at bottom beam section designed to resist the weight at the middle span.
for splice location for tie beam it should be located L/4 of the length of TB for top bars and L/2 for bottom bars. L= length of tie beam, purposed for tie beam is to prevent uplift pressure coming from ground to overturn your footing foundation. Pressure diagram for the tie beam is curved upward, top bars are prone to tension force at the center and bottom bars are prone to compression force @ bottom. that is why splice location for tie beam you should follow what is mention aboved.
Your response ignores the fact that the beams will be load bearing along their top length, and that the ground is not applying anything other than a zero-sum force to the underside of the beams. The following video applies in this situation. th-cam.com/video/FZYjor8Se9U/w-d-xo.html
Sir, you are correct of what you are thinking.the foreman should know that. By the way I'm a viewer of construction vlog.What I understand about splicing was on the top bar it should be at the middle of the span, and at the bottom bar it should be L/5, ( Total length in between two colums devided by 5 ) so it's position near the column. By the way Sir the mixture of the cement poured in the footing, column and beam was too much water in it. I was a late viewer, anyway you have a nice house.tnx.
Avoid over watering the concrete...Overwatering results to poor compression strength of concrete...A sign of overwatering is concrete bleeding...Wait for an hour or two...At thin layer of water will appear on the surface...Surface is smooth and slight discoloration on top. Read the instructions on the cement label..Different Portland brands have different formulations..What grade of Portland are u using... grade 33...43..or 53...
The annoying thing for the worker is when their work is being talked about ( they think that their work is being criticized or corrected) and as an architect. The splicing / spacing of the rebar & the size of the rebar 1/2” dia? That’s the baseline size for the column , beam , tie beam in a typical house . And also you’re showing in the video is a tie beam , it’s sitting on the ground no matter what the load above is still structurally sound.
Splicing is always the upper rebars should be 1 meter away from the column and the lower rebars should be 80cm or 0.80 meter And splicing also in the middle but is not exactly at the middle, and it should be the same near the column , get the middle and splice it away at 1meter for the upper rebars and 0.80 meter for the lower rebars
Sir for safety reason, theoretically the critical part of the beam appears from the face of the col. In structural term they call that as positive moment that's why there are more bars on top.
Thank you for the video. The beam reinforcements arrangement will be okay if it is just a tie beam. However, if it is going to experience bending moment and shear force, the reinforcement could be arranged in the other way round, by considering the grade beam reactions as inverted suspended beams. Fadeyi Lawrence Olaniyi, Nigeria
Hi, I'm a structural engineer. Your idea about splicing is somehow correct. The top bar should be spliced farther the column while the bottom bar should be spliced nearer the support. This is because the rebar is designed to carry the tensile forces of the beam, which is located near the support at the top and at midspan at the bottom. This is not applicable for all beams because beams with discontinuous spans tend to have their tensile forces at the bottom for the whole span. But the most important thing is that the splicing details should be included in the structural plans of your house. You should try to check if it is written in the plans. It is the responsibility of the structural engineer to write it as well as the contractor to follow it. It is also the government's responsibility to check whether the plan is correct.
Please check the 2:43 of the video. There was a spliced at the confinement zone of tie beam & column.
Correct engr.
So that does mean na pag tie beam or nasa ilalim ng lupa yung beam ay dapat yung splicing sa top bar is 2h?at sa bottom bar ay middle third?
actually its a plinth beam. the upward force is in the center of beam upside, so you the splicing should not be in the upperside in the center but on the bottom and in the upper side near column. plinth beam and regular beams have different moments.
yes ure right splicing top bar must be on the middle splicing on the bottom near the column their doing wrong way of splicing
The slicing is definitely standard in all country because it is The construction building code. The workers doesn't understand . The splicing should in the middle.
Dude. You should be the one explaining and narrating all this not your wife. This is an instructional video and it has to be correct!!! What did the engineer said about the splicing locations for the ties? That’s critical information. Don’t you think?
I am Building my house here soon in the Philippines and studying Civil Engineering to make sure my house is built to code and not culture!
I agree with Manuel... dont worry so much on the grade beams. Your husband is 100% correct regarding the splicing... top bar should be spliced at the center of two columns but the bottom bar should be close to the column, inside the column even better. On that 16mm rebar your overlap needs to be 64cm. The rule of thumb is lap should be 40 times your bar diameter. So if you are working with a 16mm size bar you need to overlap 64cm. This is actually how they do it here in the Philippines... not sure in other countries.
Thanks for the input
@Mike Ross This is the kind of comment I enjoy reading, very technical and makes sense. Worth treasuring in the brain
well said.. 40X the diameter rule of thumb. If you use no. 4 that should be at least 30" or higher lap splice. Yes center of 2 columns for top bars and bottom bar close to the column. It's same in the U.S Mike .
Yes the splicing is AT LEAST 40 times rebar diameter. But sometimes it's more than that depending on the analysis and design. I hope 40D is sufficient for your structure since it was already done.
There is a big mistake and can cause problems in the future, the Stirrups, the stirrups ends should be bent 135 degrees inwards for best locking on the concrete .
Depends on seismic load?
Hi Andy. You are correct with the Splicing issue, but perhaps you do not fully understand why.
At the middle of the top of a beam, the beam will be in compression when loaded from above, such as by the supporting walls of your house. The major stresses on the top of the beam occur as shear stresses and tension at the point where the beam joins the supporting columns, and that is why there should be a greater number of stirrups along the quarter of the beam length close to the supporting column and most importantly there must be no joins in this section. I used to believe that the shear stresses would be at 90 degrees to the beam, but this is not the case, the shear stesses appear diagonally, thus to counter this the number of stirrups needs to be greater.
The Bottom of the beam will be in tension at the centre of the beam, but at the bottom ends of the beam it will be in compression, hence why joins for the rebar at the bottom of the beam should be as close to the ends of the beam as possible.
.
I hope this helps
You"re right man...
Hi!
your theory is correct, for the suspended beam
but for the tie beam, it acts differently, the bend is upwards, so splicing will be inverted.
basically, splicing at the column part will be at the Top and at the middle section of the tie beam spliced will be at the bottom.
cheers
The splicing of top bar is located at middle or L/2 while bottom bar is at support or L/4
No. L/4 kalokohan. Near the Support ang ang dapat. Hindi exactly L/4
@@engr.acoustic6803 L/4 and L/2 is the rule of thumb where the steelman can easily determine and compute the location of splicing.if you say near the support there is no formula or computation it is just assumed computation..near the support is under the span of L/4..
Since your colunm is not tied to the beam (no L shaped rebar going from horizontal to vertical), not a issue. Code for overlapping is more important to get right (say 3 foot overlap and not 6 inches). It is better how ever to have splices offset and away from a high loaded area, so that it does not create a weak point in 1 location. The beam is designed more to keep things from pulling apart, not holding up weight. You could just have the guys weld the rebar together in a couple of spots to solve that issue, but since this was done almost a year ago, it should be fine. As far as doing what you want, it is YOUR money, so you decide how things get done. I have that same problem when I get people to do things at our place in Mindinao.
The explanation of why we should place the splices in the middle is just funny 😅, he missed the story on why we recommend to place the splice of the top reinforcement in the middle of the span and bottom on the support. Any way it is just a recommended practice not a most and it will not make your structure weeker
Piece of advise:Consult a Professional.
Worry less on ground tie beams..Worry more on above ground tie beams...You don't have basement....Try to avoid splicing..Rebars comes in 40 ft... If you have to.. do it somewhere in the middle with minimum 2 feet overlap..Don't splice directly opposite one another.. This results to a weak area...U.S. uses couplers/connectors then hydraulic press or crimper...One options are weld it or use U bolts..
What are you credentials?
@@thomascherney7873 My only credential is work experience & observations from others... like building inspectors. However. I can learn from others with better credentials.
The stirrups should be 135 degree hookeed.
I think you have to talk to your structural engineer, because the L/4 and L/2 concept when it comes to splicing is missing.
a drawing make it easyer to communicate
You are absolutlely correct splicing of top bars must be at d midspan and the bottom bars must at L/4 from the column...
Bakit walang L4 at re-insforcement ang tie beam ninyo
Kay langan maglagay ka talaga ng L4 at re-insforcement sa mga beam at tie beam
Whats the use of the Foreman? If his not doing his job properly fire him. I know its abit hard... But please do remember this is a house you'll gonna live in for a long time... Maybe the foreman is nice kind and all... But that wont build a proper house..
I think you are right much better in the center put the straight steel
Dont say that the splice on the middle blah blah.. just like my HUSBAND LIKE IT! HES DOING RESEACH... that's a house you'll call home in the Future... You're lucky woman to have. A guy who does research before opening his mouth...
Well said.
Splicing of longitudinal top bar near the support should be avoided to counter negative moment shear force.. and the lapping length Ld should be 40d to 50d.
I am from the uk that is called a stagger join its very strong use but your joints are in the same place is very weak
Tama Yong sinabi Ng Kano dapat may v type SA gitna dahil ang bigat wala SA ibabaw NSA ilalim.tpos dapat pantay ang putol 1meter mula SA poste.
tie beam footing and other foundation better to consult your geotechnical engineer for soil analysis and structural engineer. in my opinion ground beams the pressure is upward so top bars are in tension splice could be L/4 from support.
tama ang inyong asawa dahil nanood din ako ng youtube . Sa pinas at mga iba basta na lang kinakabit lalo na yung stirup hindi naka 135 degree
You are definitely right Sir!
But Please, it should not be put in General as what those guys are doing their work does not generally represents Correct Practice(Unengineered Structures as what others call) ,
And ma'am Please Do not use "Best Practice in the Philippines" because it just Goes to show that you are hiring Contractor with Poor Structural Understanding...You Should Hire Higly Competent Professionals say for Inspection you Can Hire your In-house Engineer, Please Do Not Hire Architects for Structural Works (No Offense) Mostly they are not that Detailed or versed when it comes into Structural Methodology, they are Only After of the Finish regardless of what the Construction Notes says, Or the Contractor also...
Also They Can Use Available Commercial Lengths of 6.00m, 7.50m, 9.00m, 10.50m and 12.00m for them to met the Required Splice Zones end Lengths...
Other Observation the Columns do not have Joint Confinement Ties or Lateral Ties at Beam-Column Joint which is Required by the Code as Seismic Provision..
Ahh! these engineers/contractors they are never around when you need them to supervise and teach their workers the best construction practices according to the law of the land!
Thats how it is here ,unless you can find a contractor that your house is the only project..
Your husbands understanding on splicing is wrong in Asia that is the right way of splicing.
I am not an engineer but i understand somehow how to build a concrete house. Sorry to say all what they do are not in accordance to how a concrete house should be build, for example even the stirrups should be bend not only 100 digrees but 135 digrees. About the splicing they should not put it next to the columm and the joint should not be in the same lenght with the others. One more thing i've noticed was under the tighbeams they did not put gravel first before they poured the cement and maybe also all the columms.🙄 i think the soil has a low bearing capacity.....thanks for reading my coment....i might be wrong or i might be right...peace!! Godbless
The splice must be inside the column and the ties of the beam continue inside the column also the stirrups of column continue all the way down you can also install additional rebar on the middle of the beam.so that your beam is very strong
yeah its correct sir... its called midspan support u put extra 2 rebars in midspan coz the deflection is in the center....
right, splicing on top is in the middle 1/3, 1/3,/1,3 sample, lower part is correct where the splicing. all beam bars are inside the column bars. that's help u
Hahaha pano maka intindi ang construction worker na walang aral kung mag eenglish ka ng english.. di ka naman maayos mag explain anu bayan
You are Right Sir.that is the National Structure Code of the Philippines(NSCP)
As a rough guide for top splicing it can be done after 1/4 of the distance away from the columns... if 4 M apart then splice after the 1 M point, middle is a better option and stagger the joints.
The Rebar in the top of the Beam should be spliced as close to the middle 2 quarters of the beam as possible and the rebar in the bottom of the beam spliced in the quarters closest to the ends:
This video may help your appreciation.
th-cam.com/video/FZYjor8Se9U/w-d-xo.html
Nasa Pilipinas Naman pero puro English Ang ginagamit na salita for foreigner siguro ung blog mo.
Mapahiya engener Dito sa kamalian Ng porman
The first rebar close up view, the bend , i believe the stirrup closer to the column is 2@ 2, the measurement is much wider.. There is really wrong in this construction, the splicing is incorrect, you are correct in splicing location, the knowledge of contractor is incorrect, they cannot say it is standard in the philippines. The code is internation, you use it worldwid. Do you have engineer that did the design should be able to assist you. The design drawings will indicate the locations an d dimensions. I have not seen the engineer pointed the all the mistakes.
All topbar overlap connection is in center and bottom bar is iether L/4 or L6 plss next time consult to license engener
Bottom splices no more than 25% of of span from the end to the center of the
overlap. Top splice center falls within the center 25% of span. Overlap on beams
is 40 bar diameters with the dog leg bend of one bar like you have done.
The location of the tie beams is between all adjacent columns and under the
center of the wall hollow blocks because it is also a footer for the wall. I always
pour the floors after the tie beams and occasionally monolithically with the tie
beams on smaller floors like 5 by 8 meters where you won't be cutting a lot of
expansion crack reliefs. Then the walls go on top of the floor which can extend
past the tie beams about 3 times the floor thickness. If the walls don't land on
the tie beams pour footers to set the walls on. minimum depth is the finish wall
thickness and width is 3 times wall thickness (blockwork plus render) with rebar
3 bar diameters up from the bottom of the footer.
For floors I start bars with a 16 inch length stagger at the end and step back 16"
on each succeeding row. Whatever is left at the far side is the first piece of the next
row. Any left over bits get tied at 45 degrees at the corners of the columns to help
reduce inside corner type cracks where the floor wraps around the columns. With this
approach no bar splices are beside each other and I use a standard lap of 16 inches
minimum on smaller bars and 24 inches for 12mm and above. Spacing of bars is
calculated for the short dimension of a floor with a 50% safety factor on the concrete
and rebar weight (dead load) and 50 pounds per square foot live load plus any thing
permanently affixed to the structure. The rebars set 90 degrees to the calculated
direction are actually all just more stabilization and safety factor.
One other thing, I start calculating rebar stress at the top of the building where
the roof attaches, and then work down adding everything above a point at the floor
level tie beams and column weight to that level. Then add the suspended floor and in
all the walls and columns weight to size the next floor tie beams and column
sizing which would typically be the tie beams you are pouring now. The top beams and columns are about 25% smaller than the first floor even with the concrete flat roof. We
also have a spider beam holding up the roof with 10 legs and 162 rebars passing the
center point and 530 feet of electrical conduit in the spider beam. And .......still no
electrical connection.
george and aurora
Thank you for sharing your idea Sir,how about the proper splicing of column?thank you
The guy is right about splicing and he should have told his workers do it his way but on the tie beam it probably does not matter much because that will be underground although when they get to the beams it should be the white boy's idea that should be followed.
Just because the beam is underground does not mean that it is not load bearing. The white guy (Andy) is correct full stop. It is not an idea but recognised correct building practice. Even in the Pilipinas
Splicing of rebar varies on structural flexural members.
For footing tie beam, the top bar at support (column), and bottom at mid-span. If we consider soil subgrade reaction, the response of the tie beam will bend upward causing top fiber in tension and bottom in compression. Prior to rebar fabrication and installation, there should be rebar shop drawings and bar bending schedule to be reviewed and approved by the engineer of record.
The case for girders on upper floors has a different response since it will carry floor loads. It will bend downward resulting in midspan bottom fiber in tension and top in compression. Place top bar splice at midspan and bottom start at 2x the height of girder being considered. The 2H start of splice and tension lap splice length is recommended since stress reversal occurs when the frame is swaying due to lateral forces assuming this project located at seismic zone 4.
For beams that usually carry gravity loads, place the top bar splice at the midspan and the bottom bar at support.
Hello what if yung tie beam is naka pantay sa 0.00 elevation ng house? Pano po iyon? Bale yung top is 2h at bottom naman ang nasa middle third?
As an American in Leyte - handling your Contractor: Splicing... A Cervasa, a spot in the shade, and smile...
Mali Ang splicing nyo tignan sa plano pag top bar dapat sa gitna pag bottom bars sa loon ng coulom
You are right sir but they are minimizing the the cutting of rebars...
No, no, no, oh my,,let the contractor redo the job/work, sorry,!!!
I think they are still in the planning stage, a lot slower work if that's the situation. They could have improved the Pace.At The middle of the beam , a column is necessary IF the Span is greater than 3 meters vetween 2 post or column, but if its just the ground tie beam, it can be omitted,but not if its overhead beam!
thats a tie beam or grade beam if tie beam that is correct the splicing is good
Did you not need Seismic Stirrups on your Columns and beams?
from column stirrups should be 2 2 2 4 4 4 then 6 inches so on
Ma'am Mali po ata ung splice Ng top bar nyo
the splicing violates every one of the rules for rebar splicing in Philippines
Here's the thing about the difference on stabilizer or brace vs stir ups. There's stirrups with in stabilizer . In this case its lateral ties, or stabilizer. I don't think there's stir ups
Rebars ma'am of tie beams must be all inside the column..
Ay amercano man diay n😅
Splicing should be longer span and there is a formula for that some use 1\5th of long rebar.
Hindi Marunong Ang still man nyo
Yes absolutly your right the pressure is more in the middle atleast the long beem it has streght
Actually the beam will be in compression at the top and tension at the bottom.
The beams are load bearing along their length and any normal force applied by the ground below will have a zero-sum effect.
This situation may change during an earthquake if there are localized upward forces applied by the ground below.
th-cam.com/video/FZYjor8Se9U/w-d-xo.html
Binding moment of tie beam is at the top bar and compression of the bottom bar. Reverse with roof beam.
Your understanding is best but you must be the to insist on them
Is that gonna be a wall around your property
It's a very learning way for me as a civil engineer you are totally correct thanks for great informations from india rahul
i like to correct you regarding what you say about the location of the splice, ( best practice in the philippnes) Sorry for that , that you generalize the rebars fixers about splicing. In the first place the location of the splice is WRONG, second , i notice that you dont have any bar cutting list, what your workers pick , thats what they install .
Exactly
Youre explanation is ok
You are correct. Splicing must not be done where the rebars bear the tension. In a beam that is continuous across a column near the column the tensile stress is st the top, but at the middle of the beam the tensile stress is at the bottom of the beam.
So, REDDIT as the husband says because the splice is not strong enough in tension.
If you don't want to redo it, you can strengthen the splice by welding it along the splice as it is now!
just only suggestion, It is considered safe since this is a tie beam & supported by a compacted underlying base, as well the reinforcement at bottom beam section designed to resist the weight at the middle span.
for splice location for tie beam it should be located L/4 of the length of TB for top bars and L/2 for bottom bars. L= length of tie beam, purposed for tie beam is to prevent uplift pressure coming from ground to overturn your footing foundation. Pressure diagram for the tie beam is curved upward, top bars are prone to tension force at the center and bottom bars are prone to compression force @ bottom. that is why splice location for tie beam you should follow what is mention aboved.
Your response ignores the fact that the beams will be load bearing along their top length, and that the ground is not applying anything other than a zero-sum force to the underside of the beams. The following video applies in this situation.
th-cam.com/video/FZYjor8Se9U/w-d-xo.html
Tagalog nlng sana mam.. para mkaintiindi kaming lahat sa Pilipinas ..❤️
Paano naman po yung ibang lahi na hindi nakakaintindi ng tagalog
Jon your 100 % correct base on loading and splicing..
Your husband is right he well explained about the right location to splice.
Sir, you are correct of what you are thinking.the foreman should know that. By the way I'm a viewer of construction vlog.What I understand about splicing was on the top bar it should be at the middle of the span, and at the bottom bar it should be L/5, ( Total length in between two colums devided by 5 ) so it's position near the column. By the way Sir the mixture of the cement poured in the footing, column and beam was too much water in it. I was a late viewer, anyway you have a nice house.tnx.
That's the problem using 6 meters or 7.5 meters sa Tagalog kapos.
Availability of 9M or 7.5m in local hardware here is not possible.
You are correct about the splicing concern...the tension is up there near the column..
I agree with you and I have completed high school physics to get your point!
Avoid over watering the concrete...Overwatering results to poor compression strength of concrete...A sign of overwatering is concrete bleeding...Wait for an hour or two...At thin layer of water will appear on the surface...Surface is smooth and slight discoloration on top. Read the instructions on the cement label..Different Portland brands have different formulations..What grade of Portland are u using... grade 33...43..or 53...
wow!!!! Good I like that your way never happens. Such a house is strong💪💪🙏🇳🇵🇳🇵🇳🇵🇳🇵🇳🇵
Your right.
Always checking my advice to you sir.to avoid their mistake
The annoying thing for the worker is when their work is being talked about ( they think that their work is being criticized or corrected) and as an architect. The splicing / spacing of the rebar & the size of the rebar 1/2” dia? That’s the baseline size for the column , beam , tie beam in a typical house . And also you’re showing in the video is a tie beam , it’s sitting on the ground no matter what the load above is still structurally sound.
Your husband is right in splicing. For continious bars, splicing for top bars is in mid and for bottom bars should be in support.
Splicing is always the upper rebars should be 1 meter away from the column and the lower rebars should be 80cm or 0.80 meter
And splicing also in the middle but is not exactly at the middle, and it should be the same near the column , get the middle and splice it away at 1meter for the upper rebars and 0.80 meter for the lower rebars
You guys are doing good. Lucky you were there to check
Its very important
that's true. because the commercial rebar length is 6m..unlike in abroad 12m.
Splice 40 x bar dia for tension..50x bar dia for compression..stirrups for critical of the beam should be 6x 'h' of the beam
Sir for safety reason, theoretically the critical part of the beam appears from the face of the col. In structural term they call that as positive moment that's why there are more bars on top.
Weld it
Why don't you discuss it with the enginneer,,,,it look like you are right and they are wrong,be fair,,,,
Tamaka ser.
Mali ung splices wala sa standard..nagtitipid sa bakal iwas scrop
Thank you for the video. The beam reinforcements arrangement will be okay if it is just a tie beam. However, if it is going to experience bending moment and shear force, the reinforcement could be arranged in the other way round, by considering the grade beam reactions as inverted suspended beams. Fadeyi Lawrence Olaniyi, Nigeria
Salamat nkatulong yan unting kaalaman
Doing great, you guys keep watching and make sure you keep us posted! My wife and I are planning a house build in a few years on Cebu Island!
Mantapppppppppppppppppppppppppppppppp 👍🏻👍👍 sy suka itu
Masmaganda mag Tagalog po kayo para sa lahat po.
Hindi lang po Pinoy ang nanunuod
You're right, you should have them correct it.
Mali po yung splicing location maam. Dapat naka L/4