I am looking for vendors (any names of companies) for designing a proposed compound pH system with a flow rate of 6 MGD. I would prefer CO2 for the acid feed and baking soda for the caustic feed. The influent streams has pH varying from 3-10 and hence a pH probe and PLC controller to trigger...
Look at the township regulations, for 3/4" gravel use a CN of 85. Go with the township regulations or whichever agency holds the final say in design. In NJ, stormwater rule NJAC 7:8 does not consider gravel as impervious but Land use regulations Program (LURP) considers gravel as impervious.
The water table is at 15 below ground surface. And the extent of sludge is at almost 10 feet. Capping with impervious surface is not allowed by DEP. DEP is not requiring removal of PCBs but does not want any leaching in adjoining areas and within the area.
Hope this information helps.
I would like your thoughts on this following scenario.
We have a wastewater basin that has minor contamination of PCBs, metals and the like. The local DEP would like us to remediate and close this basin. Filling in the whole basin with debris is an option but might require a lot earth work...
Depends on the flow. Make a estimate for the return storm (25 or 100) based on the local regulations. If it is just gasoline , go with the gravity separtor based on API design Pub 421. It is much cheaper and with almost no mechanical components.
mechanical systems are costly and tough to...
The rainfall distribution is Type III. The storm of concern is the 25 year storm.
Is the 6 hour rainfall distribution more reasonable or the 24 hour rainfall distribution to determine the pond volume.
All I really want to model is the amount of ponding that will occur when the outlet is...
I have a problem in determining the ponding from a 10 acre developed site with the following parameters.
Rational: A = 10.00 acres; Tc= 15 minutes; c = 0.76;
SCS: A = 10.00 CN = 85; Tc= 15 minutes; Storm Duration = 24 hours; Time Interval – 1 minute; Rainfall: Type – III;
I am trying to...
i m sorry for the typo but the flow rate is actually 2.41 MGD which works out to be 100,416 gallons/hour. Also, 7.5 MGD works out to be 312,500 gallons per hour.
Can someone give me some information on volumetric flow rates and mass flow rates when it involves wastewater.
I think it is possible...
I am trying to design a oil water separator and need to figure out a worst case concentration for a spill of 20,000 gallons of No. 6 oil say within a time of 4 hours. This is mixed with a peak flow of 7.5 MGD. I was able to do the following:
20000 gallons/hour = 5000 gallons/hour and 7.5 MGD is...
Hi Torchred:
Sorry for the late reply. Thanks for all your input. I am still in the process of characterizing the influent. I did contact USFilters and Enprotec on temporary clarifiers and the maximum capacity they have is 1000 gpm (1.44 MGD) which in my case will need 4-6 tanks. At this point...
Thanks bimr for the links.
Slideruleera:
I think it is still a temporary wastewater influent treatment problem because the exisitng wastewater lagoon/basin (which is 13 acres in size) will be active after the liner is replaced and will be able to handle the normal and peak flows and meet...
The average influent flow into the existing wastewater lagoon/stabilization basin is 6 MGD. The existing liner needs to be replaced because it is severely damaged. The existing lagoon is very deep (15 feet) and hence replacing the liner in portions and doing the vinyl sheet pile wall is not a...
During the replacement of the basin liner, the influent needs to be treated to meet all NPDES guidelines. Since the flow is close to 6 MGD, a sedimentation tank to address oils and solids is the best solution and the Baker Tanks might not be big enough.
Thanks for your input. It is temporary because there is a lined wastewater basin that handles the peak flows throughout the year and also responsible for taking care of all Discharge to surface water requirements like oils,suspended solids and the like. But the basin liner needs to be replaced...
