Muhammad Hashmi

Assalam O Alykum Muhammad ASCE 7-02 Chp 9

Why you want to create two separate models.

Basf Mortor finish we are using and i recommended laser screed machine as a mandatory after installation.

In one of our very fast under construction project. Project manager wants to pour the screed on the super structural slab before fixing the MEP pipes , ducts etc. My worry is that when the scaffolding moves during the installation of MEP pipes it will surely damage the screed. I can understand in all cases we are using laser screed machine to achieve the perfect finish and also broom finish can be used to make the surface rough for the parking . My question is can we use any brand / admixture having very high strength . Trying to contact BASF guys.

Jointless slab or you can say SFRC slab ( Steel fiber reinforced concrete slab ) generally designed by specialist for instance organizations like Twintec or Hak as per Technical edition TR34 based on the designed criteria provided by the concerned which is also more cost effective then the traditional slab on grade and required tolerances by the machine or racking suppliers can easily be achieved . Profilo graph floor profile method is used to verify the required tolerances.

Spot check is required

Etabs is not suitable for the design of Masonry structure. Can use NCMA or to check manually.

All the loads occur on the ground slab will distribute on the soil. No need to model the ground slab. Take care Don't forget to add subbase material underneath the slab on grade. Also take the storage rack loads from the supplier. However, in case you are going for traditional slab on grade you need to provide proper joints around the pedestals and Isolated joints around the ground beams , retaining walls etc. and special care is required for the joints spacing as per the ACI code. refer to clause attached. Generally contractors cannot achieve the required tolerances for the traditional slab on slab. for example FM2 , FM2 specialist etc as per technical edition TR-34 if required by the suppliers. In addition, warehouse ground slab can also be go for the jointless slab designed by specialists like Twintec or Hak which is more cost effective. Profilo graph floor profile method can be suggest for VNA racking type if exist to verify the required tolerances.

Yes. It is licenced version version 2018. Only diffirence is that building is modelled in Revit and import to etabs. May be Etabs 2018 not full compatible with latest revit.

Assalam O Alykum 1 problem i have find out in one of our structural model. Etabs giving us the message as deleted. What can be the issue is? Can anybody help in this regard

Thanks Muhammad. Can any one else advise?

Assalam O Alykum In one of our planned project on which construction not yet started , the problem is that water table is very high that is 2.5m from the average NGL ground level ( +0.2m). The Building is double basement+ ground + seven stories. The client already refuses to go for Tension piles. Therefore, we are going to proceed with the raft foundation. Ground level is +0.7m and the bottom of raft is = 9.60. The total water pressure = 9.6-2.5=7.1x10 = 71 Kn per meter square approximately. I made exercise and it has been found that we cannot stop dewatering unless at least 4 roofs are casted ( upto 2nd floor )to get the factor of safety 1.1 against uplift. ( Concrete volume) On the other hand, client wants to stop dewatering as soon as possible maximum up to ground floor is casted because it has cost 7000 SR per day. What we suggest is after casting the ground floor stop the dewatering but make the holes in the raft foundation at every 2m x 2m grid interval x+y. If in case water table rises The building will sink but not float , but how we can protect the water proofing under the raft. The magna dense aggregate that has the density 40 Kn per meter cube is also not easily available that can increase the dead weight of structure. Can anybody advise

Thank you for the recommendation

Assalam O Alykum The attached clause extracted from ACI318-11. The supplier of pre-engineered structure is using Metal Deck profile P-3623 that is a composite decking. On the other hand they are saying that steel joists are designed as a non-composite sections, then no need for the shear studs. Is it logical ? Without connecting the shear studs and decking profile still works as a composite and metal deck will work as a positive reinforcement. Can anybody advise? ACI Code clause.pdf

Assalam O Alykum May be i am not explaining the problem well . Can any one advise after check the attachment SGH Tank.pdf 2.docx

Assalam o Alykum. What will be the allowable crack width value for water retaining structures ? As per ACI code. Incase outer face of water tank retaining wall is covered with soil and inner face with small amount of water for example 200mm. Shall we use the allowable crack width value for water retaining structures ? I read it's 0.1mm for water retaining and 0.3mm for soil.