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Oldestguy, The block is precast modular block with variable depths. Back fill is gravel.1800 lb is applied on the post. Wind will blow both the ways. Doctormo i found reaction thrust is around 2 to 3 times based on the post length. In doing further research i found Prasad & Chari have given...

Hi Oldestguy, The pier diameter is 18" & it extended down to match base of the wall. The wall design is Gravity wall.I am thinking to add few layers of geogrids to improve my base sliding factors of safety. Fattdad, The horizontal load on foundation due to wind is 1800lbs.(9.0kN). My question...

Can anyone provide me reference or give guidance on how to account for additional Horizontal Loading due to Wind loading from Wood Fence say 6.0ft high fence (fence footing Founded on Short pile/column)behind my SRW Retaining wall. I will have to add this force in my Base Sliding & Overturning...

I deal with lots of Precast block making companies that have their own design charts or cook book cross sections demonstrating how high they can go with gravity walls & faster installation. Some of them apply multidepth principle, mass extender blocks/tails at the bottom portion, gabion...

I have a project where we are designing 12 ft high wall in front of a Storm Water detention pond. Due to seasonal water fluctuations the water level at front of the wall will vary. It is also expected at some point 80% of wall in front will have water during peak flow event. I wall be using a...

Thanks Ron, We are located in Canada. The fence could be chain link fence or Pedestrian guard railing the ht would be 3 to 6 ft max. I am aware the best option would be to plan it behind on a separate footing there is a Sleeve-It fence product from Strata we have looked on it our plan is to...

Some of these block i have seen weighs about 2000lbs to 3000lbs each

How deep the fence post should be grouted on 300lb/ft block module the dimensions of precast module is 6ft L X 2ft W X 1 ft H & wt of each module is 1800lbs. Assuming ht of fence is 3.0ft & post spacing not to exceed 6.0ft When doing overturning force calculation should i compare Overturning...

If specific data is not available it should be reasonable to assume to drop the value of interface by 1/3phi.

How do we distribute Shear Force of 8.0ft Acoustic fence pier buried within the body of MSE wall. The Fence footing is approx 1.0ft offset from MSE wall facing. Can i ask the Fence Designer to provide me Shear Force distribution diagram & add these forces in Geogrid layers. Since the load...

I would think Toe Embeddment would be dependent upon Long term Settlement & Bearing Capacity Analysis, Toe Erosion potential etc

Without impact load my composite wall width itself is 4.5ft (CMU facing + reinforced fill) so I am not sure if 45 deg distribution would be applied for External Stability calculations. I can understand 45 degree load distribution for Internal Stability calculation for checking geogrid connection...

Thanks RFreund, So in my External Stability calculation i will apply 666plf force & check my MSE wall against Base Sliding, Overturning the depth of Post footing wouldn't matter in this case as we are spreading this load uniformly longitudinally along wall length. My concern is more of how...

i have a job whereby i have to account for vehicular barrier approx 4.5ft offset at p/l behind wall is approx 5.0ft high. The owner Engineer has provided min 6000lbs load . My question is do i have to convert this concentrated load to lb/linear fit. The vehicular barrier wood post is...

What if the walls deflect more than 1mm per 1000mm wouldn't that cause performance issue. what are the maximum permissible limits/ tolerances for wall lateral movement. I have a situation where there as foundation wall & in front approx 4.0ft there is a need to create a block retaining wall...

Can we design a CMU block retaining wall for at rest condition or Block Retaining wall by their very nature are supposed to be designed for active earth pressure conditions. Besides increased Geogrid Length and or Larger block wt what would be the other design implications due to higher earth...

If i input say 0.42 PGA value in NCMA design limits max slope above wall (6H: 1V) when doing Seismic Analysis. . The grading plan from which wall height is picked indicates a 3H: 1V slope above wall. Increasing the wall height to match the limiting slope (6H: 1V) to satisfy Seismic analysis...

This is the reason why i am trying to find what impact it will have on my retaining wall.The fence designer has given me reaction load V=40KN & Moment140KN-m. Now my query is how do i translate this information to check to see the impact on my wall. Looking at the magnitude i think these loads...

Does anyone have come across a situation whereby the Geogrid retaining wall which has already built in my case approx 4.0m high(13.0 ft) & afterwards Noise fence contractor comes & want to built their structure using vacuum excavation method. I am concerned they would damage the polyester...

Thanks Rfreund i will check out with them.