So you don't have borehole specific for the culvert location. My vote would be 300 mm compacted crushed stone ( ballast ) bedding + 75 mm blinding layer.
I will suggest you at least ; see the excavation and decide as per site conditions. If the soil stiff clay , alluvium soil , extend...
I do not know Canadian Building Codes and i have experience with Eurocodes . Regarding the terms active and counteracting dead loads, EC uses favorable and unfavorable dead loads. The favorable and unfavorable dead loads are not additive , and shall be used for different load...
I agree with BridgeSmith . When you consider the failure modes ( Shear of the bolt, Bearing failure , • Block tearing ) still applicable except slipping . I will suggest splicing the flanges after casting and curing the concrete to avoid moment connection.
In addition to hogging reinf. of slab , in general , half of the slab span reinf. extends to support which compression force develops for these bottom reinf.
Can you show a real case where Max(rebar for longitudinal shear,0.5×rebar for longitudinal shear+rebar for transverse bending) or rebar...
Apparently you are planning only to increase the footprint of the pier footing and IMO , it is not good idea . I would consider the following two options before increasing the footing sizes ,
- The use of tieback anchor block for each pier . If slit trenching and installation of anchor...
I have old copy of EC-2 ( EN 1992-1-1:2004 Incorporating corrigendum February 2014) . Although it is not explicitly stated, as far as i understand , clause 6.2.4 Shear between web and flanges is for T-beams cast monolithic with slab . I would like point out the clause (6) If vEd is less...
The gravel is not frost susceptible as long as not submerged . In your case , gravel will be submerged and will be frost susceptible . I will recommend that the bottom of PC pier shall be below frost depth. Extending the excavation level below the frost depth should not be big issue.
A profile of the pl would be more helpful to see the problem. As per the info. provided by OP , the extended portion will also be gravity flow .
I would consider other jointing and pl materials and avoid welding . Two options ;
- Use VJ coupling and in this case the extension pipe could be...
How old are you ? If you keep being hungry to learn something new , you are a young engineer . Never be satisfied, and always push yourself.
Your approach is excellent for gravity loads only. If the tank is located at high seismic zone , this will be another story.
The bottom plate is...
I do not know if locally available at your zone ,but , i will suggest aluminium pop rivets . It will be cost effective and efficient . Moreover , effective for limiting the galvanic corrosion .
I do not see the reason for reducing the height . Just limit the filling height for the new requirements. Regarding the new cone roof, i agree with JSTEPHEN.
API 650 is silent for the no. of compartments and radial bulkheads . In your case , i will suggest the followings acc. to my experience and understanding,
- The no. of 19 bulkheads ( so 19 compartments ) is strange. I will expect an even figure and a reasonable radial angle . Pls count...
What is the number of bulkheads at the outermost ring and how many inner rings are there ? Pls post some details ( at least a descriptive sketches showing the dia, no. of compartments at the outermost ring , and other rings ) to get better responds.
You will find the developing tension stresses and check with allowable tension stress .Assume uncracked section.
The stresses during stripping , lifting and transport should be checked .
We are very different time zones and i just see your respond . You can follow and adapt two way slab detailing rules or you may look ACI Detailing Manual. The following is excerpt form the manual .
My understanding is , EN 1993-1-8 Table 3.4 Ab and k1 factors are for bearing failure mode. In your case , Clause 3.10.2 block tearing is applicable . The shear resistance of side wall could be added .
My interpretation ..
NO ! .. You are expected to provide at leat min . top reinf.
If the slab supported on end beam ( the slab is not continuous ) . You can model simply supported although the beam will resist with torsion but will be negligible . If the side support is a wall , in this case the slab can be...
EN 1993-1-8 Table 3.4 Ab and k1 factors are for bearing resistance and in your case AFAIK , you should use
- Ab is the is the smallest of Ad ; fu/fub or 1,0
- for edge bolts: k1 is the smallest of ( 2,8 e2/d0 - 1,7 ) or 2,5
The following doc. gives a brief info. for bolted connections.
Yes.. but lift with overhangs at both sides say 2.5 m. Check tension stresses at span and lifting points. A preliminary calculation for allowable tension stress ( using 4 *SQRT* fc ) is 1.8 mPa . Check lateral stability also.
