MBBR(Moving Bed Biofilm Reactor)

Introduction, and designing and planning parameters

Mohammad Mehdi Golbini Mofrad MSCs. Environmental Health Engineering /Engineering Department/

Health Faculty

spring 2014

Presentation overview

MBBR : History And introduction

Designing parameters

Design Example : typical project

review of papers and literatures

Conclusion

MBBR : History and Introduction

History of MBBRNew Technology (End of 1980s was developed in Trondheim

city by professor odegaard and coworkers)Developed in Norway (by caldnes company) commercially :

Maximize Treatment Volume Free- Moving Plastic Media Aeration Basin

500 Installation worldwideFirst North America- Moorhead, MN (2003)

MBBR PROCESS DESCRIPTION :

Moving Bed Biofilm Reactor

Biological Fixed Film Process

Floating, Free- Moving Biomass

Carrier Media

Media Retained in Aerated/Mixed

Reactor

MBBR is a type of Activated Sludge process :

MBBR process includes combination of extended aeration and

Floating Biological Reactor or suspended and attached growth

technology.

Classification of various major aerobic fixed film processes used in Wastewater treatment

Examples of Applied Reactors in MBBR:

a) Aerobic b) Anaerobic/Anoxic

MBBR can be made in tow ways :

Reinforced Concrete pools in or on the ground or as Pact system that is constructed with steel or coated

metal (steel)

Settling system is below of lamella plates

Designing parameters

Typically Process designing parameters (calculated by rosten

and et all, 2000 year) :

Parameter Unit Values Range

MBBR

Anoxic Retention Time Hour 1-1.2

Aerobic Retention Time Hour 3.5-4.5

Biofilm Area or Surface 200-250

BOD Loading 1-1.4

Hydraulically Retention Time of Secondary clarifier

0.5-0.8

Typical Operating Parameters for Moving Bed Biofilm Reactors (MBBRs):

Variable Range Source

Media

Media Diameter (mm) 7-15 (Andreottola at al., 2000; Odegaard et al., 2000; Odegaard, 2000) Media Length(mm) 10-15

Specific Surface Area () 160,490-7700

Filling Fraction (%) 60-70

Contact Time (hr) 2-5 (Andreottola at al., 2000; Odegaard et al., 2000). (Odegaard, 2000) BOD Loading Rate () 4-5

Backwashing Never

Maximum Head loss Insignificant

Media:special Density Media’s is a less of

water (≈ 0.36 ).Media material’s is such as : Polly

Ethylene, Polly urethane and other high density plastics.

Area of specific surface Bed’s nearby is 500 cubic meter to a voluminous Bed volume’s.

Screen plates is installed in end of reactors for preventing to Media scape from reactors.

Design Example : typical project (Waste Water Treatment Plant of Isfahan city center)

Type of MBBR is PAKAGE unit Final Capacity : 3*200 Initial Capacity : 200

The process tanks constructed in Container dimension, Epoxy Coated Carbon

Steel and suitable to move on standard trailers as and when required.

Sludge pumps are installed to take all the sludge from lamella bottom to

Sludge holding tank. Sludge holding tank to be provided in RCC (By Client)

for collection & digestion of sludge. Air will be provided for digestion of

sludge. The digested sludge will be then disposed of by tanker to suitable site

(by Client).

Continue: We will provide the air diffusers pipes for the equalization tank, to keep

the suspended matter homogenized and to prevent the sewage from getting

septic.

The advantage of using floating media is that it shortened the footprint of

the plant and has proven results.

Tertiary treatment system is now included in our scope and we confirm the

outlet BOD/ SS to be 20/20 as average, which is good enough for

irrigation.

Design data:TEM Design Unit NOTE

Operation / Week 7 Days Operation / Day 24 Hours FLOW 2 x 200.0 M3/Day.

BOD Inlet 300.0 Mg/l

Outlet 20.0 Mg/l

COD Inlet 500.0

Mg/l Outlet 150

OIL & Grease Inlet 10

Mg/l Outlet 5

TSS Inlet 250

Mg/l

Outlet 20 pH Inlet 7.5 Mg/l

Nitrogen Inlet 35

Mg/l

Outlet 35

Phosphate Inlet 9

Mg/l

Outlet 9 Residual Chlorine

Inlet 0 Mg/l

Outlet 1

Water Temperature 25 C°

Ambient Temperature 45 C°

Lift Station & Pumping System Lift Station:

Considering the Project capacity of 600 CMD ( 3 x 200 CMD ), the design

capacity for Lift station tank is ( 30 min) retention time of normal flow. The

holding capacity of lift station will be 16 Cum.

Lift station pump:

The design capacity of Lift station pump (1 Duty/ 1 Standby) (BY

CLIENT) shall be 100 CMH @ 1.2 bar to absorb the impact of the Peak

flow per day. The Peak flow is 3-4 times the normal flow.

Semi Automatic Bar screen

Semi Automatic Bar screen One (1) (Duty) will be

provided at the lift station to trap the larger particles

size of 20 mm diameter.

Equalization & Pumping System:Equalization Tank:

It is underground concrete tank taking in consideration the invert

level of the inlet sewage. Absorb the impacted of the Peak flow

per day. The Peak flow is 3 - 4 times the normal flow.

The design capacity for the equalization tank is (8 -12) hours

retention time of the normal flow.

MBBR Aeration System:The sewage discharged into the Two Stage in series Aeration chambers,

each having certain volume of Floating Media and Set of Air Diffusers.

The Media inside the Aeration compartment continuously in

suspension and kept rotating in circular motion by Air action directed

on them.

This Media designed to enable biological growth on the surface and to

achieve high rate of oxygen transfer.

Continue : The PACT MBBR system operates on high MLSS and therefore requires

less power and is more efficient. The Moving Bed Bio Reactor (MBBR) requires less space as compared to

Extended Aeration system. The sewage from the First Aeration Tank is overflow by gravity to the

second Aeration tank. The microorganisms remove the organic material from the sewage and

multiply to greater numbers. This increase in number of microorganisms results in excess activated

sludge, which requires occasional disposal. The frequency and volume of sludge wastage is best determined from

individual plant operation.

The sewage is than overflow by gravity in to the lamella Clarification compartment for secondary treatment.

Secondary Treatment (Settling): After the biological reaction, the mixed water flows to the

settlement chamber having tube settler (Lamella) where the activated sludge is separated from the secondary effluent during a period of quiescent settlement.

The secondary effluent discharge from the plant via an overflow weir and the settled sludge is pumped back to the aeration chamber to treat more sewage and to maintain the desired F/M ratio.

The over flow liquid is passed to the Chlorination Tank for tertiary treatment.

3.0 AERATION SYSTEM 3.1 & 3.2 Aeration Tank & Floating Media

ITEM DESCRIPTION REMARKS Qty. One (1) No. Chambers/ Tank Two (2) Tank Make PACT

Media

Type 2P-836 P H O T O Material HDPE

Surface 836 [m²/m³] Protected Surface 494 [m²/m³] Weight 165 [kg/m³] Volume/Tank 15.0 m3

TANK Material

BODY Carbon Steel, 4.75 mm, Paint Epoxy Paint, internal: 300 Micron, External: 150 micron.

TANK

Dimension Tank/Each 10 m Container (L10.0 x W 2.4 x H (2.65+0.2))

Aeration Chamber

L 6.5 x W 2.4 x H (2.60 + 0.25 )

Volume Effective 40.5 M3 Total 44.4 M3

Pipe Size

IN Water DN 50

Actual sizes will be at final

design

Air Main DN 80 OUT (Water) Opening With Screen Drain DN 50 Over Flow DN 50 (2”)

Connection Type Flange, PN 10 Accessories

/ Tank

Two (2) Drain Pit with drain valve, 2” Inlet & Outlet Screen One (1) Ladder

4.0 SETTLING SYSTEM 4.1 SETTLING TANK

ITEM DESCRIPTION REMARKS Qty. One (1)

Included in item 3.1

Actual sizes will be at final

design

No. Chambers/ Tank One (1) Tank Make PACT TANK Material

BODY Carbon Steel, 4.75 mm, Paint Epoxy Paint, internal: 300 Micron, External: 150 micron.

TANK

Dimension Tank/Each (L 3.5 x W 2.4 x H (2.5+0.3)) Chamber L 3.5 x W 2.4 x H (2.5 + 0.3 )

Sludge Collection System

Hopper Bottom

No. One (1) Angle (55-60) O

Valve

Type Ball / Manual Size DN 80 (3”) Qty. One (1)

Material Body PVC Disk NA

Pipe Size

Inlet Opening with Screen Outlet DN 80(3”) Over Flow NA

Connection Type Flange, PN 10

Weir

Material C.S Plate, 4.0 mm Sheet, No. of Weirs/Tank One (1) Length Weir Plate 2.3 M/Tank # V notches As final Design

Accessories / Tank

One (1) Drain Pit. One (1) Ladder

4.1.1 Lamella Tube Settler.

Type PE Sheets P H O T O

Actual sizes will be at final

design

Make xxx

Material PE Volume / Tank 8.40 m³ Total Volume 8.40 m³

Sedimentation Area 55O 6.25 [m²/m³] 60O 7.0 [m²/m³]

Protected Surface 494 [m²/m³] Weight 35.0kg/ m³

Volume/Tank Final Design

review of papers and literatures

Experimental comparison between MBBR and activated sludge system for the treatment of

municipal wastewater

(Water Science & Technology, 2000 May)

G. Andreottola, R Foladori, M. Ragazzi and F. Tatàno

Department of Civil and Environmental Engineering, University of Trento, Trento, Via Mesiano, 77-38050 Trento, Italy

Abstract :

Organic substance removal and nitrification were investigated over a 1

-year period. Comparing the results obtained with the two lines, it can

be observed AS totCOD removal efficiencies were higher than MBBR

ones; the average efficiencies for totCOD removal were 76 % for

MBRR and 84 % for AS. On the contrary, the solCOD removals

resulted alike (71 % for both systems).

In spite of the remarkable variations of wastewater

temperature, mainly in winter (range of 5-21 ؛C), the

average ammonium removal efficiency resulted 92 % for

MBBR and 98 % for AS. With an ammonium loads up to

1.0 g m-2 d-1 (up to 0.12 kg rn-3 d-1), nitrification efficiencies

in MBBR were more than 98 %. At higher loads decrease in

the MBBR efficiency was registered; that is related to the

increase in the applied COD load.

Apart from the specific surface matter, MSBR shows a few advantages when compared to AS: 1. biomass retention time and hydraulic retention time are

independent thanks to the presence of the fixed biofilm;

2. specialized biomass for C and N removal can be selected in multi-reactor configuration;

3. the treatment process is easier thanks to the absence of sludge recycling

4. settling shows no bulking problem.

Conclusion

MBBR is a new and efficient technology for waste water

treatment .

This process needs to at least of energy and maintenance

and operational staffs and helper.

It is best technology for small community.

Effluent water of This process can be used for irrigation and

reuse if applied with other technology (RO, NF, carbon

filter and sand filter).

Thanks for your attention to me

Thanks my GOD for blessings and beauties