somebody02:
Doors.
Seeking advice on which is better;
1. Locally fabricated doors (sort of stronger but less quality in finishing, less expensive).
2. Foreign made China or Turkey doors (emphasis on China.( Better finishing and more expensive).


Please which is better to go for?

U can use turkey for internal doors & good locally fabricated ones for external.

abbeycial:
Good morning my people,
I crave for your professional advice on the project attached.
how do I estimate the number of iron rods, planks, bamboo and cement required for decking.
The project is a two bedroom (2 flats)

many thanks

cc
abdulwastecx
Rubbiish
bixton
mufutau55
e. t. c

This is no small work sir.
What about d engineer handling the project?

Rubbiish:

This is no small work sir.
What about d engineer handling the project?

My Oga,the engineer is very much around but I don't want to wait for his estimate because I know it would be inflated.

we have gone a long way but at this stage of decking,i want to have prior knowledge of the estimates.

abbeycial:


My Oga,the engineer is very much around but I don't want to wait for his estimate because I know it would be inflated.

we have gone a long way but at this stage of decking,i want to have prior knowledge of the estimates.

Okay sir.
Then get another engineer to visit the site, so u can compare.

abbeycial:


My Oga,the engineer is very much around but I don't want to wait for his estimate because I know it would be inflated.

we have gone a long way but at this stage of decking,i want to have prior knowledge of the estimates.

If you have the structural drawing send it o my whatsapp wilk give you what you want but i will charge you little money. 09069193297

abdulwastecx:


I have gone through the soil test report and here are my observations.
1. soil safe bearing capacity of 100kN/m2 gotten from the soil test report using Terzaghi bearing capacity equation is adequate to carry an isolated pad footings
2. the water level is 3.6m below the existing ground level at the pick of raining reason will have little effect on the settlement pattern of such footing
3. A settlement value of 85mm gotten through the consolidation test is okay for an isolated pad base for the proposed foundation
4. From the soil test, the site was also observed to be above the road level, hence the ground floor level don't need to necessarily be too higher than the NGL. Also, the runoff value shows that the site is not prone to flooding, this also helps to reinforce the need to have a very high ground floor level.
5. Finally, a suitable bearing capacity occurs between 1m to 3m below the NGL, hence the depth of the foundation can be located with this dept (preferable at 1.5m below the NGL)

Here is my conclusion:
To get the most cost-effective and safe foundation,
1. A preliminary load estimation of the superstructure should be carried out to determine the expected superstructure load coming into the foundation through the columns ( this load should also include the ground floor walls)
2. A preliminary area of the pad footings should be estimated, from P/Q (P = unfactored superstructure load, Q= safe bearing capacity)
3. A grade beam of 300mm thick should be proposed to tie/link or the foundation columns at the ground level, this will also help to carry the ground floor walls ( this should be a preliminary depth, which should be subjected to further analysis and design according to relevant codes and literature
4. the foundation level should be raised to not more than 750mm above the ground level since the NGL is already higher than the road level and the site is not prone to flooding. This can be done by adding 2 courses of block to the grade beams and a DPC thickness of 150mm after the two blocks.
5. The depth of the pad footings should be not less than 1.2m, preferably 1.5m below ground level.

Note NGL= natural ground level
DPC = damp proof course/ german floor

Thumbs up!!! Guy you have exposed all our theory oooo. Good one. Anyway I have some reservation. 100kn/m2 bearing pressure could generate some very big pad footing, then having to dig to a depth of 1.5m will be a great challenge in the sense that if the ground is a loose soil there would
be a lot of backfilling(falling of the sides of the excavated area) during excavations. Due to the possible big size of the pad (mat) may over run int
o each other.
Considering, the cost of running this cumbersome pad footing, it might not make much difference from doing a raft. The soil engineer also recommended that raft is highly recommended. with a bearing capacity of 50KN/M2 you are good to go with raft.
My humble submission, a constructive correction is welcomed sir.

Aventures:
Thumbs up!!! Guy you have exposed all our theory oooo. Good one. Anyway I have some reservation. 100kn/m2 bearing pressure could generate some very big pad footing, then having to dig to a depth of 1.5m will be a great challenge in the sense that if the ground is a loose soil there would
be a lot of backfilling(falling of the sides of the excavated area) during excavations. Due to the possible big size of the pad (mat) may over run int
o each other.
Considering, the cost of running this cumbersome pad footing, it might not make much difference from doing a raft. The soil engineer also recommended that raft is highly recommended. with a bearing capacity of 50KN/M2 you are good to go with raft.
My humble submission, a constructive correction is welcomed sir.

That is also a good solution sir. But in this case, a raft foundation might be more expensive than an isolated pad footing. That is why structural engineering is such an interesting field, there can be 1million solution to the same problem but the best solution will be the one that satisfies the safety and economy of the structure.

For a one storey building carrying one suspended floor, the worst point load coming from the structure might be 300KN, this will give a give a pad base area of a 3m2 (1.8m x 1.8m), this will be more economical than a raft footing in my own opinion.
From the soil test report, the soil is predicted to be predominantly cohesive, hence there wouldn't be a problem of soil falling back into the foundation at a depth of between 1.2m to 1.5m

The type of foundation I am proposing here is the one with pad footing and grade beam ( different from the normal one of pad footing and strip footing).In this case, only the pad footing is dug up to that supposed depth of between 1.2m to 1.5m and the foundation columns are connected at the ground level with a grade beam to carry the wall up to DPC level, the DPC and the ground floor partition walls.

Finally, If after a detailed structural analysis, design and estimation of the cost of materials using this method is more expensive than say raft foundation, then it will be better to go with a surface raft

Rubbiish:

Na wa for una oo
Read my post carefully sir
I never compared the content of this thread to football betting thread, i only made reference to the thread because someone stated that no thread has ever gotten to 1000 pages on NAIRALAND.
It was never an issue of which thread was better...

Apologies if I misread your views!

abdulwastecx:


That is also a good solution sir. But in this case, a raft foundation might be more expensive than an isolated pad footing. That is why structural engineering is such an interesting field, there can be 1million solution to the same problem but the best solution will be the one that satisfies the safety and economy of the structure.

For a one storey building carrying one suspended floor, the worst point load coming from the structure might be 300KN, this will give a give a pad base area of a 3m2 (1.8m x 1.8m), this will be more economical than a raft footing in my own opinion.
From the soil test report, the soil is predicted to be predominantly cohesive, hence there wouldn't be a problem of soil falling back into the foundation at a depth of between 1.2m to 1.5m

The type of foundation I am proposing here is the one with pad footing and grade beam ( different from the normal one of pad footing and strip footing).In this case, only the pad footing is dug up to that supposed depth of between 1.2m to 1.5m and the foundation columns are connected at the ground level with a grade beam to carry the wall up to DPC level, the DPC and the ground floor partition walls.

Finally, If after a detailed structural analysis, design and estimation of the cost of materials using this method is more expensive than say raft foundation, then it will be better to go with a surface raft

God bless you sir. I have design exactly this type of foundation for a proposed project in the past. And I have also involved in the construction of such design in lieu of pile foundation some long years back. I can tell it is a very safe method.
You have actually nailed the matter. If the structural Engr won't mind doing the two designs I:e pad footing and raft then cost analysis will be easier done for decision making.

Aventures:
God bless you, sir. I have design exactly this type of foundation for a proposed project in the past. And I have also involved in the construction of such design in lieu of pile foundation some long years back. I can tell it is a very safe method.
You have actually nailed the matter. If the structural Engr won't mind doing the two designs I:e pad footing and raft then cost analysis will be easier done for decision making.

You are one of the most respected engineers on this forum sir, you always give a very detail solution to problem. I always enjoy having this type of discussion with you. Thank you, for your professionalism.

abdulwastecx:


I have gone through the soil test report and here are my observations.
1. soil safe bearing capacity of 100kN/m2 gotten from the soil test report using Terzaghi bearing capacity equation is adequate to carry an isolated pad footings
2. the water level is 3.6m below the existing ground level at the pick of raining reason will have little effect on the settlement pattern of such footing
3. A settlement value of 85mm gotten through the consolidation test is okay for an isolated pad base for the proposed foundation
4. From the soil test, the site was also observed to be above the road level, hence the ground floor level don't need to necessarily be too higher than the NGL. Also, the runoff value shows that the site is not prone to flooding, this also helps to reinforce the need to have a very high ground floor level.
5. Finally, a suitable bearing capacity occurs between 1m to 3m below the NGL, hence the depth of the foundation can be located with this dept (preferable at 1.5m below the NGL)

Here is my conclusion:
To get the most cost-effective and safe foundation,
1. A preliminary load estimation of the superstructure should be carried out to determine the expected superstructure load coming into the foundation through the columns ( this load should also include the ground floor walls)
2. A preliminary area of the pad footings should be estimated, from P/Q (P = unfactored superstructure load, Q= safe bearing capacity)
3. A grade beam of 300mm thick should be proposed to tie/link or the foundation columns at the ground level, this will also help to carry the ground floor walls ( this should be a preliminary depth, which should be subjected to further analysis and design according to relevant codes and literature
4. the foundation level should be raised to not more than 750mm above the ground level since the NGL is already higher than the road level and the site is not prone to flooding. This can be done by adding 2 courses of block to the grade beams and a DPC thickness of 150mm after the two blocks.
5. The depth of the pad footings should be not less than 1.2m, preferably 1.5m below ground level.

Note NGL= natural ground level
DPC = damp proof course/ german floor

I told u, expect nothing less than wonderful breakdown

clogogo:
Please I Want To Mortgage A Property With The Genuine C Of O for a Loan


Please Everyone, am not used to this but am really stranded am in need Urgently to finance a project ….
The money is not available, so my family have resulted in mortgaging our property to Fund this project..
Please if you know you can render this Help , Please contact me 09095328942

Property at Songo Ota, value 3times the money needed.
You can place your Interest.

Please it urgently needed

Visit Abbey Mortgage Bank. is no worries.

Aventures:
Thumbs up!!! Guy you have exposed all our theory oooo. Good one. Anyway I have some reservation. 100kn/m2 bearing pressure could generate some very big pad footing, then having to dig to a depth of 1.5m will be a great challenge in the sense that if the ground is a loose soil there would
be a lot of backfilling(falling of the sides of the excavated area) during excavations. Due to the possible big size of the pad (mat) may over run int
o each other.
Considering, the cost of running this cumbersome pad footing, it might not make much difference from doing a raft. The soil engineer also recommended that raft is highly recommended. with a bearing capacity of 50KN/M2 you are good to go with raft.
My humble submission, a constructive correction is welcomed sir.

OP shld with immediate alacrity handover to our Engineers in this forum. At least put them to work. No b by force oooo, just joking.

abdulwastecx:




The type of foundation I am proposing here is the one with pad footing and grade beam ( different from the normal one of pad footing and strip footing).In this case, only the pad footing is dug up to that supposed depth of between 1.2m to 1.5m and the foundation columns are connected at the ground level with a grade beam to carry the wall up to DPC level, the DPC and the ground floor partition walls.

Doesn't the grade beam also requires some depth sir?
Is it suppose to be on the NGL?

Rubbiish:

Doesn't the grade beam also requires some depth sir?
Is it suppose to be on the NGL?

The grade beam doesn't require any depth because it is not distributing the load to the soil beneath it but rather to the pad footing via foundation column.

Note: before any work can be done it is standard practice to remove all the top vegetable soil and also have a blinding of at least 50mm for the grade beam

abdulwastecx:


I have gone through the soil test report and here are my observations.
1. soil safe bearing capacity of 100kN/m2 gotten from the soil test report using Terzaghi bearing capacity equation is adequate to carry an isolated pad footings
2. the water level is 3.6m below the existing ground level at the pick of raining reason will have little effect on the settlement pattern of such footing
3. A settlement value of 85mm gotten through the consolidation test is okay for an isolated pad base for the proposed foundation
4. From the soil test, the site was also observed to be above the road level, hence the ground floor level don't need to necessarily be too higher than the NGL. Also, the runoff value shows that the site is not prone to flooding, this also helps to reinforce the need to have a very high ground floor level.
5. Finally, a suitable bearing capacity occurs between 1m to 3m below the NGL, hence the depth of the foundation can be located with this dept (preferable at 1.5m below the NGL)

Here is my conclusion:
To get the most cost-effective and safe foundation,
1. A preliminary load estimation of the superstructure should be carried out to determine the expected superstructure load coming into the foundation through the columns ( this load should also include the ground floor walls)
2. A preliminary area of the pad footings should be estimated, from P/Q (P = unfactored superstructure load, Q= safe bearing capacity)
3. A grade beam of 300mm thick should be proposed to tie/link or the foundation columns at the ground level, this will also help to carry the ground floor walls ( this should be a preliminary depth, which should be subjected to further analysis and design according to relevant codes and literature
4. the foundation level should be raised to not more than 750mm above the ground level since the NGL is already higher than the road level and the site is not prone to flooding. This can be done by adding 2 courses of block to the grade beams and a DPC thickness of 150mm after the two blocks.
5. The depth of the pad footings should be not less than 1.2m, preferably 1.5m below ground level.

Note NGL= natural ground level
DPC = damp proof course/ german floor

superb analysis, @house, i need the contact of someone who would help me do a soil test for my project in ph, rivers state.
would also like to know the norml charge

abdulwastecx:


I have gone through the soil test report and here are my observations.
1. soil safe bearing capacity of 100kN/m2 gotten from the soil test report using Terzaghi bearing capacity equation is adequate to carry an isolated pad footings
2. the water level is 3.6m below the existing ground level at the pick of raining reason will have little effect on the settlement pattern of such footing
3. A settlement value of 85mm gotten through the consolidation test is okay for an isolated pad base for the proposed foundation
4. From the soil test, the site was also observed to be above the road level, hence the ground floor level don't need to necessarily be too higher than the NGL. Also, the runoff value shows that the site is not prone to flooding, this also helps to reinforce the need to have a very high ground floor level.
5. Finally, a suitable bearing capacity occurs between 1m to 3m below the NGL, hence the depth of the foundation can be located with this dept (preferable at 1.5m below the NGL)

Here is my conclusion:
To get the most cost-effective and safe foundation,
1. A preliminary load estimation of the superstructure should be carried out to determine the expected superstructure load coming into the foundation through the columns ( this load should also include the ground floor walls)
2. A preliminary area of the pad footings should be estimated, from P/Q (P = unfactored superstructure load, Q= safe bearing capacity)
3. A grade beam of 300mm thick should be proposed to tie/link or the foundation columns at the ground level, this will also help to carry the ground floor walls ( this should be a preliminary depth, which should be subjected to further analysis and design according to relevant codes and literature
4. the foundation level should be raised to not more than 750mm above the ground level since the NGL is already higher than the road level and the site is not prone to flooding. This can be done by adding 2 courses of block to the grade beams and a DPC thickness of 150mm after the two blocks.
5. The depth of the pad footings should be not less than 1.2m, preferably 1.5m below ground level.

Note NGL= natural ground level
DPC = damp proof course/ german floor

Thank you so much for you great insight and indepth knowledge that has been expressed here

Malevonent:


superb analysis, @house, i need the contact of someone who would help me do a soil test for my project in ph, rivers state.
would also like to know the norml charge

call this guy engineer taofik 08032050704.

Chekitaut:
Visit Abbey Mortgage Bank. is no worries.

At where sir

clogogo:


At where sir

Google it

Chekitaut:
Google it

Yes I did , I have gotten an address
Please can I call you
With the numbers on your signature

Nairaland property section has made lot of people Engineers, but always remember the elders saying "nko ti agbalagba fi je eko abe ewe lo wa"

its highly difficult & dangerous to bypass the service of Civil & Structural Engineer registered onces ooo. their 10% or less you are paying will make you sleep your eyes close.

We have many fake onces with Oluwole certificate also with dubious tendency be inform.

Patronised this Forum Engineers they have families too. Giving out information is showcasing their ability.

Viva every individual.

clogogo:

Yes I did , I have gotten an address
Please can I call you
With the numbers on your signature

Yes, if you are a civil or public servant added advantage, less stress if not, Oga na document ooo. Best of luck

Chekitaut:
I told u, expect nothing less than wonderful breakdown

He is simply flawless. Just like what Aventures said..."he exposes the theory to the ordinary man".

I enjoy having to use his examples to dazzle my colleagues.

@Abdul....abeg enter school go teach even if na part-time. You get am!

Malevonent:


superb analysis, @house, i need the contact of someone who would help me do a soil test for my project in ph, rivers state.
would also like to know the norml charge

08037077589.....Mr. Aloy
Should in case you also want to get approval from the town planning office. He'll handle that as well.

askmeee:
call this guy engineer taofik 08032050704.

Its better you go to the ministry of Urban and regional Planning on moscow road. they will give you a reference to on of the state registered Geotechnics. The soil test will be done for you for about 50K if not in a waterlogged environment. If you bring result from someone not registered witht he state. The result will be rejected during you State government approval process. Am talking from experience Cos i just did my soil test on the 15th of July in Woji area of Port harcourt.

FADEO:


Thank you so much for you great insight and indepth knowledge that has been expressed here

Its better you go to the ministry of Urban and Regional Planning (TOWN PLANNING) on moscow road. they will give you a reference to on of the state registered Geotechnics. The soil test will be done for you for about 50K if not in a waterlogged environment. If you bring result from someone not registered witht he state. The result will be rejected during you State government approval process. Am talking from experience Cos i just did my soil test on the 15th of July in Woji area of Port Harcourt.

FADEO:
Good day knowledgable people, I want some clarifications. I carried out soil test to certify the kind of foundation to be done. The result cam out as SBC (Safe Bearing Capacity) is 100KN/m. The recommendation from the result is to have pad Foundation with underground beam but was also stated that Raft Foundation is highly recommended. My civil/structural engineer was of the opinion that i we can have PAD FOUNDATION with Chained underground beam with one board, Continue with 9" block work to 0.9m and then finalize with one board of chained beam before the slab (german floor is casted)

The building involve here is a 5 bedroom duplex.

Please i need opinions on this based on experience.

Thank you all

Good Day
I'd very much appreciate what foundation type you'll settle for when this project commences.
Please be kind to fill us in.
Thanks.

FADEO:


Its better you go to the ministry of Urban and regional Planning on moscow road. they will give you a reference to on of the state registered Geotechnics. The soil test will be done for you for about 50K if not in a waterlogged environment. If you bring result from someone not registered witht he state. The result will be rejected during you State government approval process. Am talking from experience Cos i just did my soil test on the 15th of July in Woji area of Port harcourt.

i am done with all those, have gotten my building permits, both state n obiakpor, just dont trust the govt soil test, thats why am considering doing another private one, thnks all the same for the heads up

Malevonent:


i am done with all those, have gotten my building permits, both state n obiakpor, just dont trust the govt soil test, thats why am considering doing another private one, thnks all the same for the heads up

I don't think the state owns a lab except the state university.
If I'm not mistaken there are about 3 labs such tests are carried out if your go through man/woman is a staff of urp.
Just confirm the authenticity of the lab where its done and the geo-technician who signed/stamped the report..

ceelog:


He is simply flawless. Just like what Aventures said..."he exposes the theory to the ordinary man".

I enjoy having to use his examples to dazzle my colleagues.

@Abdul....abeg enter school go teach even if na part-time. You get am!

Sir, the big boss analysis is not just ordinary theory, that is experience+ applicable theory (not all theories are applicable in the field of play). That type of foundation explained I bet you it can't be found in any textbook or school note. If you are good, you are good. chikenna.
As you progress in this field we come across all manners of challenges, that it is only experience and sound theory background can bail you out. I manage a project recently and Messrs Chekitaut is the procurement contractor, we came across a funny scenario. An old building was a demolished before we commence the new project. Very solid and firm site with appreciable bearing capacity from soil test so we adopted pad footing ( there was raft design and pad footing, cost analysis showed that the pad is cheaper). Along the line during excavation we discover towards the back so many abandoned pit latrines and septic tanks (already decomposed). The fear here was that the decomposition would still continues over years and there by creating a void underneath the foundation, automatically the structure would fail due to undermining.
well, the best thing we taught of was to find a way to take the footing of foundation far beyond the depth of any of the latrines or septic tank. Another challenge was that the site is very tight it was not just easy for us to evacuate the septic tank and latrines and more so we wouldn't know how many of such would be around there, we could only observe 2 or 3.
We came up with option of introducing piles along the grid line where we have that challenge (and that was the last grid) 5 piles was constructed 300 diameter @ 9 meter, 1 meter cube pile caps and 600mm connecting beam all along the 9meter width of the build, then 3 grade beam to connect to the columns from the pad footing of the next g
rid making it to be monolithic.

Now what can we called this kind of foundation: Pad and pile combo.
If I am permitted I will try upload some pucs for further explanations.

sorry for the epistle. I put it up here cos someone may need this knowledge or idea tomorrow. cheers