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Hi, I am looking for a reference that shows an example/guidance to design a pile supported retaining wall. Hopefully, it shows all the hand calculations from transferring the loads from the wall, onto the pile cap then H-piles (single or group) and maybe the use of L-Pile. Do you guys know of...

Trying to get clarification regarding the requirement for the Depth of Embedment into footing required for wall reinforcing terminated using standard 90-degree hook (development of Standard Hook in Tension), per ACI 318-14, para. 25.4.3 (ACI 318-08, para. 12.5). 1. Is this requirement only...

I am trying to get clarification regarding the sign convention in SAP, in particular for the moment diagram. My understanding is that SAP shows the moment diagram on the tension side of a beam. Also positive moment is when there is compression in the Axis 2 side of the beam. In the attached...

I am trying find some guidance stating minimum heights below which a design is not required for a retaining wall. For example, if a wall height is 3 in, 6 in, 9 in, etc. is a design required for a retaining wall? Appreciate your advice. Thanks

I am trying to figure out information for rebar in tension (vertical rebars connecting an existing concrete slab to a new concrete section on top). The tensile strength of grade 60 bar is 90 ksi and the yield strength is 60 ksi based on Table 2 of ASTM A615-16. Currently, I am looking into...

Thank you for your responses. They were very helpful in clarifying what I was trying to figure out.

Sorry about that WARose, think we posted about the same time. If the passive pressure is engaged, still try to figure out if the active and passive would be additive. Also if a load factor would also be added to the passive pressure?

My question was in terms of the structural design (flexural and shear capacity check of stem)instead of the stability (sliding and overturning) of the wall).

I am seeking guidance regarding the use of passive (resisting) pressures to assist in the analysis of the structural design of a stem wall. EM 1110-2-2502 allows the use of passive resistance for structural design (please see attached document). Would it be acceptable to use the net factored...

Additionally feedback that I am getting is that the segments are spaced such that the spans at each end of this segment of floodwall are cantilever. By definition, the free end of cantilever has zero moment and zero shear, therefore, there will be no load transfer between the new wall segments...

Yes, the feedback that I am getting is that the CIDH piles have been laid out such that no load transfer will be required across the joints (floodwall to bridge abutment stub wall & floodwall to existing floodwall). This was achieved by placing a pair of CIDH piles at a minimum spacing of three...

Trying to get some clarification/guidance regarding the loading on a pile cap. Please see attached drawing for reference. Basically the pile supported floodwall was design with continuous longitudinal reinforcement in the pile cap. The pile cap has longitudinal and transverse reinforcement...

A Type Y Waterstop is being provided, as shown on EM 1110-2-2104. The expansion joint movement and allowable expansion of the waterstop has been addressed. Just looking for some guidance/feedback on dowel calculations if the connection between two pile caps is designed so that there is no load...

I am working on an extension of a pile supported flood wall. We will be adjoining another pile supported flood wall next to the existing pile supported flood wall. The longitudinal reinforcement in the pile cap must be continuously reinforced (i.e, the reinforcement must go through any...

I know there is a maximum hole size for pipes/wires within 2x4 wall studs for wood houses, I do not know what that dimension is right now. I am assuming there is a maximum allowable section cut for different brick walls with different depths?

I am looking into embedding a 3/4" inch water pipe into a brick wall for a house in Mexico. The wall is approximately 45 foot in length, and approximately 10 to 12 feet high. The waterline will placed approximately 2 feet above the ground. The wall has concrete columns at both edges with a...

ACI 318-11, has the Appendix D- Anchoring to Concrete section. However, in Para. D.2.2 it states that "Reinforcement used as part of the embedment shall be designed in accordance with other part of this Code." Does this mean that Appendix D is not applicable to rebars? Thanks

Yes, I agree that the effective depth to the vertical bars is still controlled by where they are located a the top of the footing. But, was trying to get some guidance regarding the strength of the vertical bar if it is bend after it has already been placed in the concrete footing of the wall...

When is it appropriate and not appropriate to bend reinforcement? Currently, looking into some vertical (flexural) bars in the stem of a retaining wall that have already been placed in the concrete footing. The vertical (flexural) bars were placed 1 inch from where they were supposed to be...

Trying to figure out the criteria for providing a standard hook in a horizontal rebar. I have seen statements to use a standard hook on a horizontal rebar if you have a top bar or 12 inches of concrete below, but have not seen that in ACI 318. Also is a standard hook required for a...