Water Environment Federation (WEF) Discussion Forums / WEF Discussion Forums / Industrial Wastes Treatment

RE: BOD SEED

Egadz — Fri, 09 May 2008 14:08:39 GMT

If you are using Polyseed I do believe that their instrucitons specifically say to not filter the rehydrated seed solution. All that you can do is let it settle out before pipetting out your aliquots. Good luck!

Egadz

BOD SEED

weffster — Mon, 05 May 2008 13:26:28 GMT

Is it possible to filter BOD seed to remove the particulate matter?

RE: BOD SEED

MoscowLabAnalyst — Fri, 09 May 2008 11:22:19 GMT

Filtering is problematic. The TSS filter would take out most of your bugs. So what size filter would work? We use the Polyseed, Put it in an erlenmeyer flask with diltuion water. Aerate for one hour. Allow to settle for 30 minutes, and then carefully decant into a beaker. The shape of the erlemeyer helps to maximize removal of the bran.

YMMV (Your Milleage May Vary)

MLA

RE: BOD SEED

SueKrueger — Tue, 06 May 2008 14:00:55 GMT

I'm assuming you're using the commercial seed (Polyseed or Biosystems)? If so, I just let the particles settle for about 15 minutes or so and transfer the clear portion to a clean beaker.

I would think that filtering the seed would possibly trap some of the bacteria along with the particles.

RE: Wastewater Treatment Design

HBoyter — Fri, 02 May 2008 13:11:27 GMT

We can give you some assumptions, but every, underline the word, every textile facility is unique based on size, processes. chemicals used, flow, footprint available, discharge limits, discharge receiving stream, etc. Here are some very average numbers, not including color.

Average Flow (mgd)	1.00
Influent BOD (mg/l)	400
Influent COD (mg/l)	1000
Refractory COD (mg/l)	50
Influent TKN (mg/l)	80
Influent Alkalinity (mg/l-CaCO3)	30

Wastewater Treatment Design

utoots — Wed, 23 Apr 2008 13:25:40 GMT

I never took a wastewater treatment class or have worked in design of such so here is a real general question. What assumptions can be made to design a wastewater treatment plan to address wastewater coming from a textile manufacturing plant? Wastewater flow, design service area, and waste characteristics are good assumptions I presume. In order to make a very conceptual design, do other factors need to be accounted for such as groundwater infiltration, etc. I apologize that this is very general, but I can always look in a book and find out, but I am interested in your opinions given that you all have more experience.

RE: Inertization of Molybdate in Mud

Jeff Naumann — Thu, 01 May 2008 13:19:07 GMT

Would it be possible to "solidify" the waste with Portland cement? Perhaps some kind of product could be made with the solidified molybdenum-rich concrete. Building block, statuary, paving blocks, etc?

Inertization of Molybdate in Mud

Simona — Wed, 30 Apr 2008 09:04:22 GMT

I heard about some problems related to the presence of molybdenum in wastewater... but my situation is different. I try to explain:

exhaust pickling bath for stainless steel --> neutralization with Ca(OH)2 to precipitate metals as hydroxides. The pH for precipitation is high (9-10) and molybdenum is (or transform) in molybdate form and doesn't precipitate. The mud produced in this way is filter pressed and sent to the rubbish dump. Italian law imposes limits on water leachability of Mo in mud (1 ppm with solid/water ratio = 1:10). Our molybdate, that is "blocked" in the mud, is soluble and its leachability is high... The disposal becomes expensive$$$$$... I'd like to succeed in the "inertization" of the molybdate so that it remains in the mud...

Anyone with the same problem?

RE: Wastewater Treatment Design

Jeff Naumann — Mon, 28 Apr 2008 16:37:06 GMT

[quote]I never took a wastewater treatment class or have worked in design of such so here is a real general question. What assumptions can be made to design a wastewater treatment plan to address wastewater coming from a textile manufacturing plant? Wastewater flow, design service area, and waste characteristics are good assumptions I presume. In order to make a very conceptual design, do other factors need to be accounted for such as groundwater infiltration, etc. I apologize that this is very general, but I can always look in a book and find out, but I am interested in your opinions given that you all have more experience.
[quote]

Your question is pretty open-ended. What is the purpose of your inquiry?

"Textile manufacturing," itself, covers a very broad variety of processes. By that term do you mean a "cloth weaving plant," clothing manufacturing (which can be many separate processes), thread manufacturing, a "finishing" plant, a dyeing plant, etc. etc. etc. In other words, it covers such a possible variety that passing along any useful information is impossible.

"Design service area" has no application for an industrial plant, although it would for municipal treatment of domestic and/or commercial wastewater. You would certainly want to know what the waste characteristics were, operating schedule, range of flows, the treatment standards to be met, etc. You would also need to know what the costs for construction and operation might be, as well as what any residual disposal options would be.

RE: BOD changes in wastewater due to population changes, etc.?

Egadz — Mon, 28 Apr 2008 13:29:25 GMT

Perhaps your client should double check the possibility of recent I & I improvements to the collection system. These improvements tighten up collection systems, decrease extra volume, and cause increases in waste strength.

Egadz

BOD changes in wastewater due to population changes, etc.?

SLTNerac — Thu, 03 Apr 2008 14:52:10 GMT

Hi,

One of my clients is looking for a publication, which he believes was published by (or at least the research was performed by) the Water Environment Federation or the Water Environment Research Federation, that discusses the phenomenon where over the past five or six years, the biochemical oxygen demand (BOD) of sanitary or municipal wastewater has been increasing from its norm of 200 mg/L, due to increases in population growth, advanced trea! tment processes, etc.

Would anyone be familiar with this research? If so, is there a link to the publication(s) which I can pass on to my client?

Thank you very much in advance!

RE: Wastewater Treatment Design

utoots — Mon, 28 Apr 2008 09:27:23 GMT

Thanks. Does anyone know a good online resource to get cost estimation data for pretreatment system (each unit processes) for textile effluent?

RE: Wastewater Treatment Design

TerryF — Wed, 23 Apr 2008 16:57:34 GMT

Here is a couple more.

What are the discharge permit requirements.

Flow and nutrient flow peaks and minimums. Is it everyday or will it only be during working hours etc.

What plant operational , maintenance and monitoring skills are available.

What is the availability of chemicals and power and at what costs.

What options are there for sludge disposal.

Regards

TerryF

BOD and Barometric Pressure

weffster — Tue, 22 Apr 2008 11:28:33 GMT

I am using a YSI probe and meter (model 5100) to set up BODs. I would like clarification on the effects of barometric pressure on BOD readings. From the manual, I understand that the instrument has the capacity to compensate for altitude or barometric pressure. Does this mean that I do not have to anything else? Please let me know so that I could can change our set up accordingly.

Thank you.

RE: Bakery Gray Water

Dvant — Tue, 08 Apr 2008 19:02:16 GMT

Scrape the dough and yeast out of the bowls before washing. You can probably feed the dried scrapings to chickens or hogs. It is better to keep the stuff out of the system if you can.

Mark

Bakery Gray Water

DSD — Tue, 08 Apr 2008 01:18:04 GMT

Would like to keep it from the rats, maybe best underground, but the dough and yeast seem to plug things too quickly. Any suggestions would be appreciated – the bakery is run by a charity and is outside of the U.S., and is looking for a cheap and easy way to handle this wastewater.

Thanks

RE: Bakery Gray Water

Jeff Naumann — Tue, 08 Apr 2008 12:54:44 GMT

Looking for a good way to dispose of wash water containing dough and yeast. At a bakery that produces about 800 loaves of bread a day, the wash sink drained to a small septic tank then to a french drain. The french drain plugged up and smelled awful. Now the sink drains out to the surface, into a banana tree grove. Appears to be a harmless discharge, but now it attracts rats.

Would like to keep it from the rats, maybe best underground, but the dough and yeast seem to plug things too quickly. Any suggestions would be appreciated – the bakery is run by a charity and is outside of the U.S., and is looking for a cheap and easy way to handle this wastewater.

Would it be possible to install some type of screen material between the sink drain and the French drain? If you can remove the solids the waste water would percolate well from the drain. The solids should be disposed of regularly, possibly by the local landfill or dump, or by burying on the site, if that is reasonable.

Another option might be to scatter dry lime (quick lime or hydrated lime) in the area where the waste is now flowing. You would want to mix the lime into the soil. This might keep the rats from visiting. But, I expect that the rats are mostly interested in the dough solids, and not so much the waste water.

RE: Bakery Gray Water

Bill Gaines — Tue, 08 Apr 2008 12:19:35 GMT

The french drain plugging up is obviously indicative of poor solids separation in the septic tank (I assume you were occasionally pumping it out, yes?). Since you used the term "small" I'm led to believe it may simply due to an undersized unit (which would also account for the odor.)

RE: root control chemical toxicity

Jeff Naumann — Mon, 07 Apr 2008 17:50:45 GMT

Has anyone had experience with the root control chemical diquat dibromide? We're a nitrifying, activated sludge plant, about 3 MGD average daily flow -- and discharge to a very small river. The vendor has supplied some information, but it seems geared toward much larger facilities -- and is incomplete regarding the toxicity to fathead minnows. We'd like to be able to use the product to control roots in the collection system, but sure could benefit from other people's experiences.

I guess that I've always been somewhat skeptical about how chemicals can effectively be used to control root growth in sewers, given the fact that sewers are designed to "flow." In other words, they are designed to NOT allow a liquid chemical to just stand in the lines where they can make prolonged contact with roots. Copper sulfate (blue stone) was used long ago for this purpose, although I don't know how effective it was. Obviously, now that treatment plants are likely to have discharge limits on copper, that would probably be a no-no. It is still probably used to control algae growth in water bodies, as long as it's used in small dosages.

root control chemical toxicity

Donna — Wed, 12 Mar 2008 16:47:27 GMT

Hello All,

Thanks.

RE: root control chemical toxicity

Rob Baur — Mon, 07 Apr 2008 16:08:43 GMT

DTC, dithio carbamate is sometimes used for root control and is if not treated in the aeration basin has a huge chlorine demand and an extremely low % UV transmittance. Killed a couple of hundred thousand fish in the White River a couple years ago when a large amount was dumped from a metal plater. Wiped out the WWTP too.

RE: BOD changes in wastewater due to population changes, etc.?

Victor — Thu, 03 Apr 2008 15:39:20 GMT

SLTNerac (4/3/2008)

Hi,

Thank you very much in advance!

SLTNerac:

The use of water saving devices such as waterless urinals, low flush toilets decrease the amount of water that accompanies human waste and consequently increase the amount of BOD per given volume. While this is a small bit of information it is best if you utilize the search function available from Water Environment Research or anyother WEF publications available by using the following links:

http://www.wef.org/ScienceTechnologyResources/Publications/

http://www.wef.org/ScienceTechnologyResources/Publications/WER/

Since you have been employed by your client to provide this information I think it is best to leave the searching to be done at your leisure.

RE: Startup problem

Bill Gaines — Thu, 27 Mar 2008 13:05:14 GMT

Much more information will be needed to properly answer your questions (What are the flows and concentrations? What type of biological system is it? Is the EQ tank mixed and/or aerated? N & P both available?) but if you have trouble with both all and nothing why don't you operate the EQ tank at 1/3 full. This will mitigate some of the problem until you discover and fix the root cause issue.

Startup problem

01802249 — Thu, 27 Mar 2008 11:14:29 GMT

We are trying to startup an equalization to dampen the variations coming from the plant, however, it seems that we only can work on the "lean" side or the "rich" side only of the food to the biological mass, so we go from having too high CBOD to having NH3 rising due to starvation (we assume).

We measure flow and TOC (also NH3 but this is never an issue in the eq basin) from the eq going to the aeration basin and TSS and NH3 inside the aeration basin, but it seems that we are always behind in our decisions.

Many times we have to bypass the equalization to try to "reactivate" the biological mass faster, and that's when the risk of shocks to the biomass becomes higher, and if they do happen is 2 months to recover..

Anybody could help with this problem? What we should be measuring, or trying to control to ensure that the biomass is being fed at the adequate rate and how could be have better information about potential upsets on the Food to Mass load?

Any suggestions will be highly appreciated.

RE: Catfish Farm Effluent Treatment

Dedalus — Wed, 26 Mar 2008 16:35:04 GMT

8, as in, eight mg/l O2?

Those must be some awfully neat catfish...do they wear diapers?

Catfish Farm Effluent Treatment

wastewater girl — Thu, 20 Mar 2008 12:50:29 GMT

I 'm looking for three possible methods of catfish farm effluent wastewater treatment. Can anyone give me some advice?

RE: treatment of HBF4 semiconductor waste

Dedalus — Wed, 26 Mar 2008 16:33:24 GMT

Fluorides are easily treated by the addition of CaCl2/Ca(OH)2 at about pH 9. The precipitation is fairly simple - what can be problematic in my experience (I've treated about 80,000 gallons of fluoride bearing buffered oxide etch) is the flocculation. Most of my troubles came from getting gooky, hard to filter solids cakes out of the filter press. The choice of flocculant is critical.

The fluoborate ion will likely need to be hydrolyzed before it can be effectively precipitated.

Please e-mail me, or reply in this forum, as you prefer, if I can be of further assistance.

E-mail links are on my site, at:

http://www.dedalusenviro.com

treatment of HBF4 semiconductor waste

adisco — Tue, 25 Mar 2008 05:51:33 GMT

Hello,

Has anyone got experience with semiconductor wastes containing HBF4? or removing fluorides from HBF4 wastes?
thank you.

bosque

RE: Catfish Farm Effluent Treatment

Jerry — Mon, 24 Mar 2008 09:39:17 GMT

That seems awful low for needing treatment. Who is saying you need treatment, and what numbers do they say you need to meet?

RE: Catfish Farm Effluent Treatment

wastewater girl — Mon, 24 Mar 2008 08:47:20 GMT

The 5-d day B5-d BOD (BOD₅) seldom exceeded 8 mg/L and that the ultimate BOD (BOD_u) was usually less than 30 mg/L.

RE: CBOD problems

Robert — Fri, 21 Mar 2008 15:18:46 GMT

Need more information, such as percentage particulate and soluble cBOD, what type of process is generating the wastewater, what is the volume and temperature of the wastewater, and what are the final limits required for disposal of the treated wastewater?

CBOD problems

michael102 — Wed, 19 Mar 2008 08:37:08 GMT

I am looking for pretreatment for CBOD. We are currently using h2o2 and are waiting on lab results any other input would be great.

VFA/TA Ratio

pat — Fri, 21 Mar 2008 08:35:15 GMT

We have a anaerobic contact basin used for treating industrial wastewater. We currently have VFAs of 23 and a total alkalinity of 1500 (without NaOH being added). Should I be concerned that the total alkalinity is 1500 (which some think is too low) or should I focus more on the VFA/TA ratio, which is .01 right now? I believe that adding NaOH is not necessary as long as my ratio stays below .1. I am not worried about a sudden increase in influent VFAs due to a large EQ tank ahead of the anaerobic contact basin.

THANKS!!

RE: Biodiesel wastewater

Dedalus — Thu, 20 Mar 2008 17:24:47 GMT

I, also, am very interested in anaerobic digestion processes applied to bio-diesel residuals. More specifically, the glycerol bearing water phase.

People seem to think that a use will be found for this by product. My own view is: it's a low value material that's going to be even lower in value once the bio-diesel train starts really rolling; an inevitable consequence of skyrocketing oil prices.

My notion is that the best thing to do with it is to use it on site as a feedstock for bio-gas generation. There are problems with this. Glycerol seems to work well as a supplement to traditional bio-gas feedstocks, like manure, but there's limits to how much can be used. Too much appears to suppress methane production.

http://www.dedalusenviro.com

Biodiesel wastewater

Joe — Fri, 27 Apr 2007 12:34:05 GMT

Trying to locate information on the quantity and quality of biodiesel wastewater discharges expected from a large scale biodiesel production facility (assuming glycerin and methanol recovery).

RE: Catfish Farm Effluent Treatment

Jerry — Thu, 20 Mar 2008 17:11:36 GMT

What is the strength (BOD) of the effluent?

RE: WWTP Effluent for cooling towers, what implications?

dswolf — Mon, 17 Mar 2008 20:22:30 GMT

Using reclaimed wastewater for cooling purposes is not uncommon. You may need to obtain a State permit to distribute the water and adhere to certain operation and maintenance requirements. Specifically, transport vehicles and hoses should be labeled "non-potable water" etc.

-David

WWTP Effluent for cooling towers, what implications?

El Centro — Mon, 17 Mar 2008 16:20:40 GMT

Thanks in advance for your help.

We were approached by our neighbors, a Geothermal Power Plant. Their question was to see if we could supply them our wastewater plant final effluent for their cooling towers water supply. We requested information from them to see what kind of limitations they have and their answer was that they only have a TDS limit which we have no problem with. We are a 0.8 MGD activated sludge system in southern California.

Does anybody have any perspective in regards to such project, who should I contact, what would the implications be?

RE: root control chemical toxicity

d jenkins — Sat, 15 Mar 2008 12:42:36 GMT

Donna

Look at the following website:

http://www.pesticideinfo.org/Detail_Chemical.jsp?Rec_Id=PC33217

David

RE: Pretreatment of food industry waste water

Bill H — Sat, 15 Mar 2008 11:36:26 GMT

MBR would do the trick, they are compact and have come a long way in the last couple of years.