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PLANT AND SECTION VIEW OF RESINTECH SEPTIC TANK
(MODEL - RST2 and RST 3)

NB: Septic Tank Outlet Discharge Pipe to Manhole Shall Be According to Local Authority Approval

NB : For Shallow Type of Drain Using of Pump Sump Required

SECTION A - A

 


PLAN [SEPTIC TANK RST 2]

 


SECTION B-B

PLAN [SEPTIC TANK RST 3]

(Lulus Olih Jpp Pada 06/11/1998)
Design Parameters RST 2 RST 3
Separation Chamber Volume [Litres] 2,075 3,030
Filteration Chamber Volume [Litres] 185 360
Height [MM] 1,955 1,650
Width Diameter [MM] 1,560 1,620
Length [M] 2,000
Weight [KG] 85 130
Thickness [MM] 5.5 6.5
Inlet & Outlet Pipe Diameter [MM] 150 150
Ventilation Pipe Diameter [MM] 25 25
Hydraulic Retention Time [[HR.] 30 30
Filter Volume [Litres] 121 121
Hydraulic Loading M3/M2/D 1.44 0.87
Organic Loading Kg.Bod/D 0.25 0.25
Daily Load Kg.Bod/D 0.45 0.675
Filter Media PVC Rings PVC Rings
Filter Surface To Volume Ratio M2/M3 >50 >50
Population Equivalent 6-8 9-12

Efficiency of Treatment

The RESINTECH Individual Septic Tanks Model RST2 and RST3 are designed to be used for Residential and Commercial Buildings with a population equivalent of 8 people and 12 people respectively.

The Standard to satisfy is the Malaysia Environmental Quality Regulation, 1979 Standard B.

STANDARD DESIGN CALCULATION

Design Data :
System : Resintech Individual Septic Tank Model RST2
Type of Sewage : Residential / Commercial
Design Flow : 225 litres/pe/day
Total Flow : 2.7m3/day
Population Equivalent : 8 P.E.

Design Data :
System : Resintech Individual Septic Tank Model RST3
Type of Sewage : Residential / Commercial
Design Flow : 225 litres/pe/day
Total Flow : 2.7m3/day
Population Equivalent : 12P.E.

EFFICIENCY OF SUSPENDED SOLID REMOVAL

Resintech Individual Septic Tank Model RST2 and RST3 80% of the Suspended Solids are considered to be removed in the sedimentation process.

Design Influent x (100 -80) %
250 mg/l x (100 - 80) %
= 50 mg/l.

EFFICIENCY OF BOD REMOVAL
Resintech Individual Septic Tanks Model RST2 and RST3, 60% of the BOD are considered to be removed in the Anaerobic System.

Design Influent x (100 - 60) %
250 mg/l x (100 - 60) %
= 100 mg/l.

Further in the Filteration Chamber, BOD is further reduced with an efficiency of 75%.

Final BOD = 100 mg/l x (100 - 75) % =25 mg/l.

ORGANIC LOADING (OLR)

OLR

Average BOD x Design Flow (kg/m3.d)
Volume of Septic Tank

=

0.25 kg/m3 x 1.8m3/d
1.8m3/d

=

0.25kg/m3.d.

HYDRAULIC RETENTION TIME (HRT)

HRT = Chamber volume / Design flow
= 2.0m3/1.8m3/Day
=1.11 day > 24 hours (good for settling of organics)

SLUDGE GENERATION

The design sludge production rate = 0.04 m3/pe/yr. Assuming the settled sludge can accommodate 40% of the chamber.

Estimated desludging period =

Volume of sludge accumulated
Sludge produced

=

0.4 x 5.63m3
0.04 x 25m3/yr.

=

2.25years

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