3.2 Scope of JBIC Assisted Project · Based on “SNiP: 4.01-02-2001-8.42 PUBLIC WATER SUPPLY SYSTEMS AND STRUCTURES” and “Reference Manual to SNiP - Construction Climatology”,

Detailed Design Study of Water Supply and Sewerage System for Astana City Summary

3-21

3.2 Scope of JBIC Assisted Project

Because of some development by the ASA since the time of F/S completion and other field

findings on the deteriorating conditions of facilities, final confirmation on the scope of work

was carried out during the basic design stage.

Based on the results of the basic design (B/D), some modifications of the scope of the work

for JBIC assisted project was made between JBIC and Kazakhstan side on February 17, 2003.

Table 3.2.1 presents the scope of work for preparation of the Detailed Design.

Table 3.2.1 Scope of Work for Preparation of Detailed Design

Component Major Facility Component

Facilities/Equipment Descriptions

Intake Tower Construction; Capacity 210,000 m3/d x 1 unit （including Mechanical Room, Electrical Room & Staff Room）

Access Road Construction; Width 6 m x Length about 300m

Mechanical Equipment Procure & Install; Pump: 36.5 m3/min x 6 units（including 2 stand-by）

Water Intake Facility (210,000m3/d)

Power receiving and distribution facility Procurement and installation

Raw Water Transmission Facilities

Transmission Pipeline Not Applicable

Distribution Chamber 1 unit with a capacity of 210,000m3/d including production loss

Receiving Well 2 wells with a total capacity of 105,000m3/d including production loss

Chemical Mixing Tank 2 units with a total capacity of 105,000m3/d Flocculation Basin 6 trains with a total capacity of 105,000m3/d Sedimentation Basin 6 units with a total capacity of 105,000m3/d Rapid Sand Filter 12 units with a total capacity of 105,000m3/d

Washing Drain Basin 2 units with each capacity of 1,280m3; 2 units each of return water and sludge drain pump

Sludge Thickener 2 units with each capacity of 890m3 with 2 units of sludge drain pump

Sludge Drying Bed 6 beds with each dry area of 900m2 Cake Yard 600m2 Discharge Pool 2 units with each capacity of 1,000m3 Chemical Feeding Facility Alum, Polymer, powdered Activated Carbon for 105,000m3/d; Chlorine Feeding Facility Chlorine Injection Facility, Chlorination Room

Administration Building Served both for proposed and existing water treatment systems (2,430m2 – 3 stories)

Measuring/Examination Equipment Laboratory equipment

Power receive and distribution facility Outdoor type transformer 11, 35 / 6 kV Duplex

In-plant Piping System 75mm – 1600 mm x length 5,350 m

Water Treatment Facility (100,000m3/d)

Monitoring & Control System SCADA; Central monitoring system

Distribution Pump Station M& E equipment partial rehabilitation Distribution Pipe Construction: Pipe diameter 1000mm x length 5.6 km Water Distribution

Facility Distribution Pipe Replacement: Pipe diameter 100 to 1000 mm x length 100 km

Wat

er S

uppl

y

Service Facility Water Meter Procure & install: Domestic Water Meter 152,000 units and Bulk Meter 1,900units

Inlet Screen Replacement of Existing screen facilities

Sew

era

ge

STP

Sewage Treatment Facility (136,000m3/d)

Lift up Pump Replacement of Existing Pump of 0.9 m3/sec x 2units and 0.45m3/secx2units; Rehabilitation of inlet BLDG


3-22

Inlet Pipe Replacement of pipes; receiving chamber-pump pit and pump pit-Grit Chamber

Grit Chamber Construction of 2 units made of RC

Primary Sedimentation Tank

Rehabilitation of mech. equip. for existing 6 tanks (dia 28m) and raw sludge pump facilities; Construction of 2 tanks (same capacity as existing one) including raw sludge pump facilities

Blower Facility Replacement of 20,000 Nm3/hr x 5 units, Rehabilitation of Blower Building

Aeration Tank Rehabilitation of Tanks

Final Sedimentation Tank Rehabilitation of mechanical equipment for Existing 10 tanks with diameter 28m, Construction of 2 tanks with the same capacity of existing one

Return Sludge Pump Replacement of Pump of 950 m3/hr x 5units, Construction of pump room

Rehabilitation of Discharge Pump

Replacement of existing pump of 0.9m3/secx2units; 0.45m3/secx2units and 80m3/hrx2units

Sewage

Treatment

Facility

(136,000m3/d)

In-plant Pipe/Channel Dia 200mm – 2000 mm x length 3,000 m

Rehabilitation of Gravity Thickener

Rehabilitation of Mechanical Equipment, Replacement of Pump of 80 m3/hr×4 units, Replacement of Tank Cover (Existing tank; diameter 20m x 2 tanks)

Installation of Mechanical Thickener for Excess Sludge

Installation of Mechanical Thickener of 75 m3/hr x 3 units; Construction of Polymer Feeder Facility, Sludge Holding Tank, Thickened Sludge Holding Tank and Thickener Room

Rehabilitation of Sludge Digester

Installation of Mixer and Replacement of heating equipment in the existing 2 tanks (Volume 2,500m3)

Rehabilitation of Digester Equipment

Replacement of Boiler (4.5t/hr x 2 units); Rehabilitation of Gasholder (2 units)

Sludge Treatment Facility

Sludge Dewatering Unit Installation of Dewatering Unit, Polymer Feeder, Sludge Feed Pumpand Sludge Cake Convey Equipment; Construction of Dewatering Building (staff room and control room)

Measuring/Examination Equipment Laboratory equipment

Electric Facility Lump Sum In-plant Landscaping Lump Sum

Sew

age

Trea

tmen

t Pla

nt

Common Facility

Monitoring & Control System Lump Sum

Intermediate Pump Station Rehabilitation of 17 Pump Stations Replacement of Mechanical/Electrical Equipments for 17 Pump Stations

Sewers Replacement of Pipes of Diameter 100mm to 800mm, Total Length 21 km

Sew

erag

e

Sewers

Rehabilitation of Manhole Cover Replacement of 5,300 Manhole Covers

Common

Procurement of Operation and Maintenance Equipment

Power Shovels, Excavators, Trucks, Truck Cranes, Machine Tools, Patrol Cars, Generators, Road Pavement Heavy Machines, etc.


3-23

3.3 Water Supply Facilities

3.3.1 Intake Facility

(1) Design Policy

1) Capacity

Intake capacity shall be designed at 210,000 m3/day including 5 % of production loss at the

water treatment plant which has the nominal treatment capacity of 200,000 m3/day as a

distribution capacity.

2) Layout

Regulation stipulated in SNiP does not allow construction of the proposed P/S within 100 m

radius from the existing P/S because the proposed P/S is not considered as an expansion

facility of existing P/S. Location of new P/S is just outside of the sanitary buffer zone.

3) Design Water Level

JICA Study Team received the information about operation rule of the Vyacheslavsky

reservoir as follows:

!"Maximum Water Level (surcharge level): 404.40m

!"Normal Water level: 403.00m

!"Low Water Level: 391.00m

Above water levels are applied in the detailed design with following planned floor levels:

Structure Bottom Level: 387.00m (equal to bottom level of existing P/S)

4) Others

During construction period, the excavation method minimizing water contamination shall be

adopted and additionally some turbid water protection measures shall be introduced such as

enclosing by silt protection sheets.

(2) Design Details

1) General


3-24

The difference between high and low water level, 13.4 m as maximum, is large, and

inclination of ground under the water level is small. Therefore, it is costly to locate the

intake facility on the shore because of high cost of excavation for a water intake channel.

Hence, the location of the new intake facility was decided in the reservoir.

Asphalt paved access road with a length of about 280m will be constructed between existing

access road to existing P/S and the proposed intake tower.

A sub-station building (approximately 15 m x 9 m) was designed next to the existing power

sub-station and new electric cables will be installed in a conduit provided along new access

road.

In addition, a guard house and a surge control house was designed for the new P/S.

2) Structure

i) Construction Method

It is recommendable that the main body be constructed by the open caisson method

ii) Arrangement of rooms and equipment

Electric rooms, control room, staff room and equipment loading space were designed to be

located at the flood water level. Considering the installation space for electric cables, the

floor level of these rooms was set at +409.00 m, 4.6 m above the normal water level.

iii) Pump Room

The inside diameter of the main body was designed 20 m considering that the pump number

is six including two stand-by and space for two pumps for augmentation.

3) Specification of Pumps

Based on the calculations, it was decided that the new intake pumps be operated using two

raw water transmission main pipelines of No. II and No. III ordinarily, and the existing pump

be operated in emergency case.

The capacity of new intake pump is as follows:

Pump specifications: 36.5 m3/min. x 35 m head x 280 kW x 6 units (2 units stand-by)

4) Intake Mouth


3-25

Several intake mouths are provided at different elevations so that raw water from different

depth can be withdrawn in accordance with the quality of them. Installation of screen to

prevent fish intrusion is obliged by SNiP and inlet flow velocity is less than 1 m/sec, and

therefore minimum area of intake gate was calculated as 3 m2.

5) Connection Pipelines

In compliance with the regulation stipulated in SNiP, two connection pipelines will be

installed between a new intake pump station and existing raw water transmission pipelines.

Diameters of these connection pipelines are 1400mm. A flowmeter and a control valve will

be provided to control flow.


3-26

3.3.2 Raw Water Transmission Pipeline

(1) Selection of Sections for Rehabilitation

As stated in previous Chapter, the rehabilitation work of the Raw Water Transmission

Pipeline was eliminated from the scope of work of the Project as a result of discussions

between JBIC and the Kazakhstan side. Consequently, the Kazakhstan side shall carry out

the designing and the implementation of the rehabilitation work of the Raw Water

Transmission Pipeline by their own fund.

This section describes JICA Study Team’s finding and recommendation for the designing of

the rehabilitation.

Four (4) sections are selected for rehabilitation work as follows:

Section 1: 1.5 km

Section 2: 7.5km

Section 3: 2.5km

Section 4: 3.5km

Total 15.0km

(2) Topographic and Hydraulic Condition

1) Hydraulic Calculation Formula

Hazen-Williams’ formula is used for hydraulic calculation. This formula is very similar to

the equation presented in SNiP, and commonly used in the field of water works.

H = 10.666 x C-1.85 x D-4.87 x Q1.85 x L

H: Head loss (m)

C: C value (New pipe: 120, Old pipe: 110)

D: Pipe diameter (m)

Q: Water flow (m3/s)

L: Pipeline length (m)

2) Invert Level

Based on “SNiP: 4.01-02-2001-8.42 PUBLIC WATER SUPPLY SYSTEMS AND

STRUCTURES” and “Reference Manual to SNiP - Construction Climatology”, invert level

of underground pipes shall be lower than -2.8 m deep.

Detailed D

esign Study of Water Supply

and Sewerage System for Astana City

Sum

mary

3-27

Figure 3.3.1 Sections for Rehabilitation of Raw Water Transmission Pipeline Чертеж 3.3.1 Восстанавливаемый участок водовода сырой воды

L = 51 km WTP НФС

III : 1400 – 1000 mm

Section 2 Участок 2

: 2000 : 2001

: 1997

: 1998 : 1999

: 2002

Lekage Record Утечки

Legend Легенда

Pipeline III : SP III нитка водовода:стальн.труба (2001)

Pipeline II : CIP II нитка водовода:чуг.труба (1980~1986)

Pipeline I : SP /CIP I нитка водовода:стальн.труба (1969)

7.5km


1.5km


2.5km Section 4 Участок 4

3.5km

II : 1 000mm

I : D1000 mm

Railway Железная дорога

Ishim River Река Ишим

Vyacheslavsky Reservoir

Вячеславское вдхр.

Reservoi r резрв.


3-28

3) Result of Calculation

As a result of calculation of hydraulic conditions with a flow of 210,000 m3/d for each

individual pipeline, No.II and III, and as a single pipeline combined the both, no negative

pressure is observed for whole the pipeline length in each calculation.

(3) Measures against Water Hammer Phenomenon

According to the examinations, the required facilities, the air-vessel at the point 3, Intake P/S,

is proposed for the Project as auxiliary facility for new intake pumps. The one-way surge

tank at the point 2, 8km from WTP, however, shall be constructed together with the

rehabilitation work of the raw water transmission pipeline No. II. In addition, the one-way

surge tank at the point 1, 5.2km from WTP, shall also be rehabilitated.

330

340

350

360

370

380

390

400

410

420

430

0

1000

0

2000

0

3000

0

4000

0

5000

0

6000

0

Figure 3.3.2 Result of Water Hammer Analysis: P1 - Existing one-way surge tank

+ P2 - New one-way surge tank + P3 - Air-vessel at intake P/S


3-29

3.3.3 Water Treatment Plant

(1) Design Policy

1) Treatment Capacity

Treatment capacity of the new plant is 100,000m3/day, while facilities from receiving wells to

filters, however, were designed for 105,000m3/day taking account of production loss.

2) Water Treatment Method

Considering regulation of SNiP and present performance of the existing plant, the following

method is adopted.

!"Horizontal Sedimentation Tanks – Rapid Filters

3) Wastewater and Sludge Treatment Method

Because of environmental reason, wastewater and sludge treatment facilities shall be

provided in the Project.

(2) Design Details

Figure 3.3.3 shows the layout plan of proposed facilities. Hydraulic profile of facilities and

the process flow diagram are shown in Figure 3.3.4.

1) Design Water Level

Design water levels in each facility were decided based on the hydraulic calculation attached

as Appendix. In the hydraulic calculation, water level of existing clearwater reservoir was

set at 357.0 m, and water level of the distribution chamber was set at 363.4m.

2) Distribution Chamber

i) Type : RC Rectangular tank

Adjustable mechanical overflow weir flow control

ii) Dimensions : 10.2 m width x 10.0 m length x 7.4 m depth x 1 unit

iii) Attachment : Powdered activated carbon dosing equipment

Detailed D



Summ

ary

3-30

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Figure 3.3.3 Layout Plan of WTP

Detailed D



Summ

ary

3-31

Figure 3.3.4 Process Flow Diagram and Hydraulic Profile

Detailed Design Study on Water Supply and Sewerage System for Astana City Summary

3-32

3) Receiving and Rapid Mixing Wells

i) Type : Receiving well with hydraulic rapid mixing by weir

ii) Dimensions : Receiving well; 4.2 m width x 7.2 m length x 6.5 m depth x 2 basins

Mixing well; 4.2 m width x 4.2 m length x 4.3 m depth x 2 basins

iii) G value for rapid mixing : 112s-1 (> 100s-1)

iv) Applied chemicals : Chlorination------- Liquid chlorine (solution) Coagulant--------- Alum (10 percent solution) Flocculant--------- Polymer (0.5 percent solution)

4) Flocculation Basin

i) Type : Horizontal-flow baffled channels ii) Number : 6 trains with 3 staged tapered flocculation iii) G value : 60 sec-1 (10 to 75 sec-1) iv) Detention time : Approx. 30 min (20 – 40 min) v) Dimensions (for each train)

: 9.0 m length x 1.2 m width x 3.7 m depth x 2 channels 9.0 m length x 1.5 m width x 3.7 m depth x 2 channels 9.0 m length x 2.3 m width x 3.7 m depth x 2 channels In the channels baffle walls will be provided for effective processing.

5) Sedimentation Basin

i) Type : Rectangular plug flow, horizontal flow ii) Number : 6 trains with mechanical sludge collector iii) Dimensions : 9.0 m width x 50.0 m length x 4.0 m depth x 6 basins iv) Retention time : 2.7 hrs (1.5 – 4.0 hrs) (water depth 4.0m) v) Surface loading : 24.6 mm/min (15 – 30 mm/min) vi) Passing velocity : 0.33 m/min (< 0.4 m/min) vii) Collecting trough

loading : 350 m3/m/day (< 350 m3/m/day)

6) Rapid Sand Filters

i) Filter layer and filtration media

a) Filtration rate : 118 m/day (for 12 filters, normal operation) 142 m/day (for 10 filters with 1 for backwashing and 1 for suspended)

b) Filter media : 700 mm thick silica or quarts sand layer Effective Size: 0.7 mm, Uniformity Coefficient (d60/d10): <1.5


3-33

c) Nos. of filters : 12 units

d) Dimensions per unit : 5.8 m x 12.6 m (= 73.1 m2/unit < 120 m2)

ii) Filter Washing Arrangements

a) Backwash rate : 0.60 m3/m2/min b) Auxiliary wash : Surface wash 0.15 m3/m2/min c) Backwash water : Self-backwashing

iii) Filtration Rate Control

a) Filtration system : Constant-rate filter with influent splitting and varying water level

b) Influent control : Fixed weirs

c) Effluent control : Control weirs

iv) Number of Filters

To avoid cost increase and to make operation and maintenance easier, the Study Team

proposes that the filter number be 12.

v) Underdrain System

The pre-cast perforated concrete block is applied in this project.

7) Chemical Applications and Chlorination

Alum and polymer as coagulants, powdered activated carbon as temporary deodorant

(maximum dosing period - one month) and liquid chlorine as disinfectant are recommended

to be employed in the proposed WTP as same as the existing one. The dosage rate (in mg/l)

and application points of each chemical are proposed as shown in Table 3.3.1 taking account

of operational conditions of the existing WTP facilities.

Table 3.3.1 Chemical Dosage (unit: mg/L)

Max. Ave. Min. Dosing Points 1) Alum 30 7.5 1.0 Receiving well 2) Polymer 0.1 0.05 0.025 Ditto 3) Powdered

activated carbon 20 - 5 Distribution basin (1 month /year)

4) Pre chlorine Distribution chamber 5) Intermediate

chlorine 5.0 2.0 1.0 Alternative for pre-chlorine at the effluent

channel of sedimentation basins 6) Post chlorine 1.5 1.0 0.5 Effluent chamber of filter units


3-34

i) Alum Feeding Facility

Since dissolved alum is sent from the existing chemical rooms by coagulant transfer pump, a

coagulant storage tank is facilitated in new Chemical Room. The alum feeding facility

consists of with dimensions of 3.9 m x 5.5 m x 3.5 m (depth). Tank will be made of

reinforced concrete with suitable acid resistant lining.

ii) Storage of polymer and powdered activated carbon

Because consumption amount of both chemicals is relatively small and period of dosing is

limited, powdered activated carbon and Polymer will be stored sufficient for one-year

operation for the former and for a half year, which is regulated by SNiP.

iii) Chemical Room

a) Chemical Tanks Dimensions Alum : 3.9 m x 5.5 m Activated Carbon : 3.9 m x 5.5 m b) Room for alum, polymer and

powdered activated carbondosing facility

Dimensions : 12.0 m width x 23.4 m length

iv) Chlorine Dosing Facility

a) Pre and intermediate chlorine injector

: 7 to 22 kg/hr x 2 (1 for standby)

b) Post chlorine injector : 2 to 7 kg/hr x 2 (1 for standby)

v) Chlorination Room

Dimensions Chlorine measuring room : 9.0 m width x 5.7 m length Chlorinator room : 9.0 m width x 5.7 m length

8) Sludge Treatment Facility

In the proposed plant, settled sludge in sedimentation basins is drawn out by gravity

periodically and fed to thickeners for thickening. The thickened sludge is transferred to

sludge drying beds by pump and dried there. Supernatant, which is effluent from thickeners

and sludge drying beds, flows into the discharge pool by gravity and is discharged to sewage

by pumps. Dried sludge is stored at the cake yard and is transferred to a disposal area.

The backwash water from rapid sand filters is once stored at the washing drain basin and


3-35

returned to the distribution chamber by pumps.

Since the settled sludge of the existing sedimentation basins is so thickened in the basin that it

will be transferred to the sludge drying beds directly. The capacity of the thickeners will be

designed to cope with discharge from the new plant, and its solid loading is set at 20

kg/m2/day with proper allowance.

i) Washing Drain Basin

a) Capacity : 1,280 m3 per basin (3m water depth)

b) Dimension : 12.4 m width x 34.0 m length x 3.0 m depth x 2 basins

c) Return water pump : 11.0 m3/min x 17 m x 55 kW x 2 (1 for standby)

d) Sludge drainage pump : 2.2 m3/min x 6 m x 5.5 kW x 2 (1 for standby)

ii) Sludge Thickener

a) Solid loading : 20 kg-DS/day

b) Dimension : 18.0 m diameter x 3.5 m depth x 2 units

c) Capacity : 1,780 m3 (890 m3 x 2 units, water depth 3.5m)

d) Sludge drainage pump : 1.3 m3/min x 6 m x 3.7 kW x 2 (1 for standby)

iii) Sludge Drying Bed

a) Solid loading : 20 kg-DS/m2/day

b) Dimension : 20.0 m width x 45.0 m length x 1.65 m depth x 6 beds

c) Area : 5,400 m2 (900 m2 x 6 beds, water depth 1.0m)

iv) Cake yard

a) Dimension : 20.0 m width x 30.0 m length x 1 unit

b) Capacity : 212 m3/year

v) Discharge Pool

a) Dimension : 11.8 m width x 34.5 m length x 3.0 m depth x 2 units

b) Capacity : 1,000 m3/unit

c) Discharge pump 1.3 m3/min x 8 m x 3.7 kW x 2 units (1 for standby)

9) In-Plant Piping Work

Diameter Length

75 – 1600 mm 5,350 m


3-36

10) Distribution Pump Station

Following specifications were applied for the distribution pumps for replacement:

a) Type : Horizontal double suction volute pump (dry pit type)

b) Large (Nos. 4 and 7)

: Capacity: 66.7 m3/min (4,000 m3/hour) Number: 2 units

Small (No. 8)

: Capacity: 41.7 m3/min (2,500 m3/hour) Number: 1 unit

c) Head : 55.0 m

11) Administration Facilities

i) Administration Building

a) Total area : 2,430 m2

b) Dimensions

1st floor : 15.0 m width x 54.0 m length

2nd floor : 15.0 m width x 54.0 m length

3rd floor : 15.0 m width x 54.0 m length

ii) Security and Fencing

Total length of replacement of fence is approximately 770 m.

Dimensions of the guardhouse is as follows:

a) Total area : 24 m2

b) Dimensions 4 m x 6 m

iii) In-plant Road

Road width will be 6 m and 4 m, and estimated total pavement area is approximately 14,000

m2. L-shape road curb will be provided for rainwater drainage.

iv) Plantation

Transplantation of existing plants in the premises, which will be obstacles against

construction works, will be carried out as far as possible.

12) Distribution Piping after Distribution Pump Station

Taking opportunity of implementation of the Project, the present complicated piping

arrangement at the backyard of the distribution pump station will be cleared by introduction

of new header pipes for connection of existing distribution mains.


3-37

3.3.4 Distribution Facility

(1) Distribution Main to New Government Area

Akimat requested the new distribution main with a diameter of 1000mm for a total length of

5.6km from the water treatment plant.

(2) Rehabilitation Sections

ASA provided the Study Team with the new priority list for pipeline rehabilitation. Figure

3.3.5 shows location of pipes to be replaced presented in the priority list and Table 3.3.2

summarize the route length of pipes to be rehabilitated.

Table 3.3.2 Distribution Pipeline Rehabilitation Route Length

Diameter (mm) Length (m)* 100 448 150 1,606 200 9,603 250 1,571 300 29,693 400 24,364 500 5,258 600 12,897 700 8,300 800 3,882 900 2,258

1000 197 Total 100,077

*: Exclusive of parallel pipelines for crossing railways and rives

(3) Design Criteria

With regard to design criteria, SNiP, International Standard and Japanese Standard was

referred and following design criteria are proposed to be adopted in the design.

1) Hydraulic equation

The equation for pipeline hydraulic calculation is as same as the one for raw transmission

pipeline, i.e. Hazen-Williams’ formula, in which C value of 110 is applied.

2) Effective pressure (based on SNiP: 4.01-02-2001)

In the F/S, it was recommended to supply water directly to five-story buildings. Thus,

pressure of 26m is required based on the following calculation:

Detailed D



Sum

mary

3-38

400

300

300

900

500

400

700

300 400

300

300

200 400

300

300

300

200 200

300

300

300

400

200 300 400

400

400

400

400

300 700

400 200

1000

300

200

200

300

400

300 300 300

600

400

300

400

250 250

700

200 300 200

500

300

700 300

300

300

400

300

300 200

700 600

400

200 200-150

600

800

600

200 200

200

200-100

250-100

700

400

S=1/70000 Масштаб 1:70000

Figure 5.4.2 Location of Pipes to be Replaced

Чертеж 5.4.2 Расположение труб, которые будут заменены

800

500

800 400

WTP НФС

300 300

3.3.5

3.3.5


3-39

1st story (ground floor): more than 10m

Height of 1 story = +4m

Pressure on 5th floor: more than 10m + 4 x 4 m = more than 26m

3) Maximum static pressure (based on SNiP: 4.01-02-2001)

Maximum static pressure is set at 60 m.

4) Invert Level

Pipeline invert level shall be the same as the one for raw transmission pipeline.

5) Pipeline Material Selection

Taking result of the examination about pipeline materials conducted in the F/S, it is proposed

that main pipe materials in this project is DIP, however, SP is employed for pipes with

diameter 900 mm and larger in consideration of technical and economic respects as

conformed to the requirement of the SNiP.

6) River Crossing

Main pipes are installed in concrete casing, which are installed by the open-cut method.

7) Railway Crossing

It was proposed to the authority that main pipes are installed into case pipes which are

installed by jacking method prior to crossing pipe installation. The both pipes i.e. main and

case pipes are of steel pipe as conformed to the SNiP.

After discussion with the Railway Department, it was concluded that there are two

construction methods for case pipes; (i) pipe jacking method and (ii) open-cut method.

8) Appurtenant pipeline Structure

i) Isolation Valve

Isolation valves in diameter 300 mm and larger are of butterfly valves, however, gate valves

are employed in diameter less than 300 mm.

ii) Air Valve

Recommended type of air valves for the distribution networks are as follows:


3-40

- Diameter of main pipes are 300 mm and larger: Double Orifice Type

- Diameter of main pipes are less than 300 mm: Single Orifice Type

iii) Drainage Facility

Drainage facilities are provided to the distribution pipelines in conformity to the ASA

standards.

(4) Installation of Pipeline

1) Pipe Materials

• DIP (Ductile Cast Iron Pipe) for pipes less than or equal to a diameter of 800mm

• SP (Steel Pipe) for pipes more than or equal to a diameter of 900mm

2) Pipe Jointing

i) Ductile Iron Pipe (DIP)

It is proposed that ductile iron pipe is jointed with push on socket and spigot joints.

ii) Steel Pipe (SP)

SP in diameter 900 mm or larger is applied to this project. Welding is most reliable method

for SP, thus welding is proposed. Welding work will be done from inside of the pipes.

3) Pipe Invert Level

The pipe invert level is to be lower than GL-2.8m.

4) Thrust Block

Thrust blocks are sized to provide a minimum factor of safety of 1.5 against unbalanced

forces with test pressure of 10 bar (100m). The bearing surface area of the thrust block is

sized to provide a minimum factor of safety of 3 against bearing value.

5) Principal method for rehabilitation of the existing pipeline

The pipe network rehabilitation work consist of replacement of the existing pipes with new

pipes and expansion of the pipe network by installation of new distribution pipes. Method

of replacement of the existing pipes is to install new pipeline in parallel with the existing

pipeline to be rehabilitated.

6) Crossing railway and river


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Pipelines crossing railway was planned at 19 locations with diameters ranging from 200mm

to 400mm. Total length of them including the paralleling stand-by pipelines is 1,090m.

Out of them, 3 sections crossing the trunk railway were planned to be constructed by the

jacking method, while others were planned to be constructed by the open-cut method because

they are crossing with branch railways to factories. All of them will be constructed in case

pipes with a paralleling stand-by pipelines.

Pipelines crossing rivers was planned at 7 locations with diameters ranging from 300mm to

1000mm. Total length of them including the paralleling stand-by pipelines is 1,240m.

They were planned to be constructed by the open-cut method. All of them will be

constructed in concrete casing with a paralleling stand-by pipelines except distribution main

from the distribution pumping station which will be installed from the distribution pump

station at the WTP as a single pipeline.

7) Measures against Corrosion

i) Corrosivity of Soil

The investigation was conducted following the American National Standard for Polyethylene

Encasement for Gray and Ductile Cast Iron Piping for Water and Other Liquids, ANSI A21.5

(AWWA C105), which specifies that five properties of the soil; 1) soil resistivity, 2) pH value,

3) redox potential, 4) moisture content, and 5) sulphide content.

It may be interpreted that the soil is rather corrosive but not heavily.

ii) Corrosion Control of Ductile Cast Iron Pipe

Because of corrosive tendency of soil, corrosion protection by polyethylene sleeve method is

recommendable. Application of polyethylene sleeve is easy, economical and effective.

iii) Corrosion Control of Steel Pipe

The plastic coating protection is applied to steel pipes. Where stray current is observed, the

cathodic protection by the impressed current system should be adopted to steel pipes buried at

the site.

(5) Hydraulic Network Analysis

The future pipeline network analysis is made to determine pipe diameter properly. The

criteria for pipe network analysis and results are as follows:


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1) Criteria

i) Pipeline network

Pipeline network to be analyzed consists of rehabilitated existing pipeline and pipeline in the

new government area, which was studied in M/P.

ii) Daily Maximum Demand

Network Analysis is carried out with taking into account water demand applied in the M/P.

iii) Peak Hourly Factor (based on Master plan)

Domestic, Commercial, Industrial water = 1.4

Thermal plant (TETs) = 1.1

iv) Fire Fighting Water

Following water is added to hourly maximum water demand as fire-fighting water based on

SNiP.

3 hydrant x 95(l/s) = 285 (l/s) (Population: 800,000)

v) Water Level of WTP

Water levels of WTP are set for the hydraulic analysis at 402m for existing and proposed

WTP and at 408m for the future plant to be located at the left bank of the Ishim river taking

account of operation in existing WTP.

Besides, the existing booster pump stations are not considered for pipe network analysis

because of their ineffectiveness to water level of the pipe networks like as boosting water

from the pipe network to the certain consumers separated from the network.

2) Analysis Result

As a result of hydraulic network analysis on the above criteria, proper diameters to secure

enough pressure at the pipe network are proposed for rehabilitated pipelines.

i) Hourly Maximum Demand

Table 3.3,3 shows flow of each WTP and effective head on the pipelines.


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Table 3.3.3 Flow of Each WTP and Effective Head on the Pipelines

Item Year 2010 2020 2030 Existing WTP 2,651.1 2,240.3 2,831.5 New WTP - 1,616.2 1,901.5 Flow

(l/sec) Total 2,651.1 3,856.5 4,733.0 Maximum 56.9 58.0 57.9 Average 48.9 49.7 48.7 Effective Head

(m) Minimum 26.1 28.2 27.7

Schematic water distribution plan in each year are as follows:

- Year 2010:

Total Daily Maximum Demand =

170,000 m3/d (1,968 l/sec)

All service area is supplied from existing

WTP including proposed expansion plant.

Left bank of Ishim River & new

government area is mainly supplied by

new distribution main pipeline.

- Year 2020:

Total Daily Maximum Demand = 250,000

m3/d (2,894 l/sec)

Existing service area is supplied from

existing WTP & new WTP and left bank

of Ishim river & new government area is

supplied from New WTP.

- Year 2030:

Total Daily Maximum Demand = 300,000

m3/d (3,472 l/sec)

Existing service area is mainly supplied

from existing WTP and left bank of Ishim

river & new government area is supplied

from New WTP.

Existing WTP

130,000m3/d

30,000m3/d

10,000m3/d New distribution main 1000mm

Left bank of Ishim river & New government area

Existing WTP

New WTP

150,000m3/d

80,000m3/d

20,000m3/d

Existing WTP

New WTP

180,000m3/d

120,000m3/d


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ii) Fire Fighting

In case of fire-fighting in the year 2030, effective minimum head of 27.5m is secured as a

result of analysis.

3.3.5 Procurement and Installation of Water Meters

At present, Astana city needs total 313,105 units of water meters. In these water meters,

59,696 units of water meters have been already installed.

Meanwhile, 153,899 units of water meters are provided under this Project.

!" Independent houses --- 19,194 units domestic water meters for cold water

!"Apartment houses --- 1,882 units bulk water meters, and 132,868 units domestic water

meters (half for cold water, half for hot water)

As a result of it, the independent houses have all of the domestic water meters required. The

apartment houses have all of the bulk water meters and the domestic water meters equivalent

to 57.2 % of the remaining numbers (232,378 units). Consequently, the water meters

equivalent to 68.2 % of total water meters (313,105 units) are installed.

As all the public buildings and facilities have water meters, no provision of water meters is

required for the public buildings and facilities under this Project.

The size of the domestic water meters is 15 mm only and it of the bulk water meters is from

15 mm to 50 mm.

The water meters authorized and registered by GosStandard (Committee for Standardization,

Metrology and Certification Ministry of Economy and Trade) of the Republic of Kazakhstan

shall be used.

The existing water meters have been procured from the following five manufacturers;

1)ZENNER (Germany), 2)Allmess (Germany), 3)Schulmberger (France & Italy),

4)PKF”Betar” (Russia), 5)ABB (Germany)

Therefore, ASA proposed to select the water meter manufacturer from the same five

companies taking easier maintenance work into consideration.

The water meters shall comply with ISO 4064. The type of water meters for the size 15 & 20

mm shall be of single-jet and it for size over 20 mm shall be of multi-jet.

In principle, the bulk water meters are located in the basement of the apartment houses and

the domestic water meters are located in the rooms like the toilets where the water stand pipes


3-45

are laid down in the households.

ASA instructs the detailed installation place for each water meter and an order of priority for

the installation.

The cost for the procurement and installation of the water meters shall be reimbursed based

on the quantities of water meters installed actually and the unit prices agreed in advance.

It is presumed that 23 crews, which consists of 2~3 workers per crew, are required to install

all the water meters in the period 3.5 years at least.

When all the water meters run in future, the calibration work, and repair and replacement

work will increase drastically. ASA considers to build his own calibration room and repair

shop, and to augment maintenance staffs. The calibration room in which the calibration

tests for 167 water meters per day (once every 5 years in average) can be carried out is

recommended taking account of number of meters after completion of the project.

3.3.6 Architectural Facility

In the project, buildings will be constructed in architectural scope of work in the intake P/S

site and the WTP site as shown in the following table.

Table 3.3.4 List of Buildings in Water Treatment Plant Area (m2)

Total Floor Building

Dimension Story Structure Building Name Building Area ● ○ L x W

W11 ● Intake Pump Station 393.88 393.88 - Φ22.4 1 RC

W12 ● Surge Control House 324.00 324.00 - 18.0 x18.00 1 RC W17 ● Intake Sub- station 135.00 135.00 - 15.0 x 9.0 1 PC W18 ● Intake Guard House 24.00 24.00 - 6.0 x 4.0 1 PC W31 ● Distribution Chamber 148.40 148.40 - 14.0 x 10.6 1 PC

W35 ○ Distribution Pump Station 1,158.96 - 2,094.96 96.58 x 12 1+ B -

W36 ● Washing Drain Basin 118.00 118.00 - 6.0 x 18.0 1 PC W37 ● Sludge Thickener 622.00 622.00 - Φ18.5 x 2 1 RC W40 ● Discharge Pool 65.40 645.40 - 6.0 x 10.9 1 PC

W43 ● Water Treatment Building 7,084.80 8,536.32 - 123 x 57.6 1 RC

W44 ●

Administration Building (including Connecting Corridor)

810.00 2,430.00 - 54 x 15 3 PC

W46 ● Guard House 24.00 24.00 - 6.0 x 4.0 1 PC W47 ● WTP Sub-station 432.00 432.00 - 36 x 12 1 PC Total Floor Area 13,833.00 2,094.96

●: New Construction ○: Rehabilitation B: Basement of Building Scope (B): Basement of Civil Scope RC: Reinforced Concrete structure PC: Pre-cast Concrete Structure


3-46

All buildings will be newly constructed, except the Distribution Pump Station. Eleven (11)

buildings excluding the Administration Building and the Guard House are planned for the

facilities for the water treatment.

3.3.7 Mechanical Facility

(1) Raw Water Intake Pumps

1) Pump Selection

The proposed specifications for the intake pumps are as follows:

i) Type : Vertical double suction volute pump (dry pit type)

ii) Capacity: : 36.5 m3/min (2,188 m3/hour)

iii) Number: : 6 sets (including 2 sets for standby)

iv) Head : 35.0 m (operation range: 15.0 m to 35.0 m)

2) Pump Control System

Combination of the valve control system and the pump number control system for control of

flow and pressure was recommended. Intake flow is monitored by a flowmeter at intake

pump station and it will be controlled by number of operating pumps and a flow control

valves.

(2) Sludge Collection and Withdrawal for Sedimentation Tank

Reciprocating flight sludge collector was recommended, while sludge removal is

automatically carried out by means of pneumatic sludge withdrawal valves. The valves is

pre-set to open and close by turns using timers.

(3) Filter Control Units

After certain period of filtration process, head loss of the filter reaches to an unacceptable

level or turbidity breakthrough occurs, washing process is required to clean the filter media.

Filters are facilitated with automatic washing process to be started by the operator. When

the operator judges washing is necessary by monitoring filtration time or water level of the

filter, the operator can start washing process, and the filter is automatically washed by a cycle

consisting of drain, surface wash and backwash. For the operation, siphons and pneumatic

valves were employed.


3-47

(4) Chemical Dosing Facilities

1) Alum Dosing

As a coagulant, solid alum (aluminum sulfate) is currently used in the existing plant, and it

will be continued after new treatment facilities are constructed. Alum dosing facilities

consist of dissolving tanks and dosing devices. The dissolving tank is made of

chemical-resist concrete tanks.

2) Chlorination

The chlorination will be done at two dosing points in the proposed water treatment plant.

The dosing points are one at receiving well as pre-chlorination and another at filter outlet as

post-chlorination. The chlorination facilities consist of chlorine cylinders, weighing devices,

evaporators, chlorinators, injectors and safety devices.

(5) Distribution Pump Station

1) Pump Selection

Following specifications were proposed for the distribution pumps for replacement:

i) Type : Horizontal double suction volute pump (dry pit type)

ii) Large

(Nos. 4 and 7)

: Capacity: 66.7 m3/min (4,000 m3/hour)

Number: 2 units

Small

(No. 8)

: Capacity: 41.7 m3/min (2,500 m3/hour)

Number: 1 set

iii) Head : 55.0 m


Following the current operation practice, a large pump (No. 7) and a small pump (No. 8) are

manually operated, however another large pump (No. 4) with variable speed motor shall be

automatically operated to adjust the distribution pressure to the pre-determined pressure (ex.

50 m at daytime and 40 m at night). Flowmeters and a pressure gauge are provided on the

delivery pipe of distribution pump stations to monitor flow and pressure in the pipes.


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3.3.8 Electrical Facilities

(1) Power Supply

1) Main Power Supply

i) Intake pump station

In this project, a new electrical room for the 6kV switchgears is planned to be built. Power

will be distributed to a new pump station by the new 6kV duplex line from the new electrical

room.

ii) Water treatment plant

The new 6kV switchgears, however, are needed for power distribution to the new plant. A

new high voltage substation shall be installed with transforming capacity covereing both of

the existing and the new plants. The power will be distributed to the existing and new 6kV

switchgears by the new 6kV duplex line from the new substation.

2) UPS Power Supply

In the proposed plant, the UPS power supply will be provided for operation or control

eqipment.

(2) Power Device

1) Bus Bars

The type of high-tension bus bar is the duplex incomer and the single bus bar type with a tie

breaker. The current capacity of the bus bar should endure the electric power demand of the

whole plant.

2) Circuit Breakers

Vacuum circuit breakers (VCB) will be adopted for high-tension circuit breakers for ease of

maintenance. The breaking capacity at receiving point is 1000MVA at 33kV. The breaking

current rating of VCB’s is 25kA.

3) Transformers


3-49

The capacity of the main transformers are sized in accordance with the maximum demand of

the plant and with a minimum surplus capacity of 10 %.

4) Lightning Arrester

Indoor-type lightning arresters are installed in the power receiving panel to protect in-plant

electrical equipment from surge induced on the network power line.

5) Low Voltage Distribution

The power from the transformers is distributed at 380-220V, 3-phase, 4-wire to the low

voltage distribution boards.

6) Power-factor Improvement

Power-factor improvement is achieved by static capacitor, and the compensated power-factor

will be better than 95 %. The capacitors for power-factor improvement are provided with

series reactor to restrain higher harmonics.

(3) Motor Control

1) Motor Voltage

Motors up to 300kW is provided with 380V and for motors over 300kW, 6kV is provided.

2) Motor Starters

All motors are provided with starters as follows:

- up to 7.5kW - full voltage starting

- 7.5kW to 30kW - star delta starting

- above 30kW (low volt.) - auto transformer starting

- above 300 kW (6kV) - reactor starting

- No.4 distribution pump (6kV) - VVVF starting

All motor starters are installed in separate cubicles, and over current protection are provided.

(4) Control and Supervisory System

1) Control of System


3-50

The hierarchy system and horizontally distributed control system is adopted. The hierarchy

system is useful in saving labor and easy to operate due to supervision of the whole set of

equipment from one place, whereas the horizontally distributed control system improves the

reliability of the control system.

The supervisory control level is further classified into three levels. They are the site level,

electrical room level, and central monitoring room level.

2) Telecommunication System

A radio communication system is established in the Project as a communication medium

between the Intake P/S and the WTP to monitor or control the remote Intake P/S form the

WTP.

The data or the information are uploaded or down loaded to maintain or operate the Intake

P/S properly from the WTP.

3) Monitoring System Diagram

The central monitoring system will be established in the WTP. The monitoring diagram is

shown in Figure 3.3.6.

4) Principal Automations

i) Intake flow automation

The automatic control of intake flow is done by the flow control valve through the adjustment

of the opening degree. It is possible to set the value of the intake flow from both of the

intake pump station and the central monitoring room.

ii) Transmission pressure automation

The No.4 distribution pump is controlled by the discharge water pressure by a speed control

unit automatically. The target value of pressure can be set from the local operation panel.

Detailed Design Study of Water Supply and Sewerage System for Astana City

Summary

3-52

3.4 Sewerage Facilities

3.4.1 Sewage Treatment Plant

(1) Design Policy

Basic concepts established in M/P and F/S for the sewerage system are applied including

future development tactics, staged construction/expansion and cost saving in operation and

maintenance of the facilities. Immediate improvement in synthetic arrangements in

treatment process, maintenance and administration is a major concern of this study.

(2) Design Condition of STP

1) Basic Information on Astana Sewage Treatment Plant

- Land Area: Approximately 43 ha

- Ground Level: +344.7 - +351.3 m

- Influent Pipe Diameter: Diameter 1400mm x 2

- Land Use: Exiting STP

- Collection System: Separate Sewer System

- Treatment Method

[Sewage Treatment]: Conventional Activated Sludge

[Sludge Treatment]: Thickening + Digestion + Mechanical Dewatering

- Effluent Discharge Point: Taldy Kol Reservoir

- Discharge Point Water Level: +346.8m

- Design Target Year: 2010

- Design Population: 490,000 (2010); 800,000 (2030)

2) Flow rates


Summary

3-53

Table 3.4.1 Flow Rates

Items m3/day m3/hr m3/min m3/sec

Daily Average Flow 114,000 4,750.0 79.17 1.319

Design Average Daily Flow 136,000 5,666.7 94.44 1.574

Maximum Flow 200,000 8,333.3 138.89 2.315

3) Water quality

Table 3.4.2 Water Quality

Primary Treatment Secondary Treatment Item Influent

(mg/L) Removal Ratio

Effluent (mg/L)

Removal Ratio

Effluent (mg/L)

Total Removal Ratio

BOD 170 30% 119 83.2% 20 88%

SS 210 40% 126 84.1% 20 90%

4) Design sludge volume for the basic design

Table 3.4.3 Design Sludge Volume

Items Volume (m3/day)

Sludge Generation (t/day)

Water Content (%)

Thickened Sludge 546 27.3 95 Digested Sludge 546 16.4 97 Sludge Cake 74 14.7 80

5) Sludge disposal

Sludge disposal is out of the S/W of this project. Implementation of new sludge disposal

program is necessary before completion of this project.

(3) Plant layout Examination

1) Future Plant Layout

The arrangement of all future facilities shall be contemplated at this stage. In addition to the

future expansion of process modules, land area should be ensured for those facilities that may

be required to upgrade effluent quality. A flexible approach to facility layout is needed to

avoid an inefficient and disorganized layout that may result in an inability to expand in the

future. For this purpose, the future plan for the year 2020 was made for the treatment

capacity of 172,000 m3/d with a modified activated sludge nitrification-denitrification

treatment process as shown in Figure 3.4.1.


Summary

3-54

2) Plant layout for the Project

Since this project lies midway between the present (up to2010) and the future (2010~2030),

facility layout plan basically follows both of the existing one and future plan described in the

above sub-section. Therefore, the following new facilities need adjusted consideration such

as shape of the facilities, location, structure, conduits construction, and future expansion and

plant aesthetics with the present and the future.

Grit Chamber

Return Sludge Pump Station

Mechanical Thickener Building

Mechanical Dewatering Building

Dewatered Sludge Cake Yard

For the primary/final sedimentation tank and sludge digestion tank, the design shall follow

the existing facilities based on the FS. Plant layout plan is shown in Figure 3.4.2 and Plant

flow chart diagram is shown in Figure 3.4.3.

Detailed D



Summ

ary

3-55

Figure 3.4.1 General Plan in the Future

Detailed D



Summ

ary

3-56

Figure 3.4.2 Plant Layout


Summary

3-58

(4) Unit Process

1) Inlet chamber and Inlet Pipe

Work for the Inlet chamber includes rehabilitation of the inside wall of the structure and

extension of the underground RC chamber for installation of a 1400 mm rectangular shaped

gate.

In this project, construction of a temporary pump station is recommended in consideration of

the need. After the divergence from inlet chamber by the pipe with a diameter 2000mm, the

sewage flows into the manhole to which the other inflow pipe will be connected in the future

to accommodate at the STP with a total flow of 200,000m3/d. The pipe with a diameter of

2000mm is expanded up to the TPS pump well from the manhole.

Specification of TPS is as follows:

!"Pump well/manhole diameter: 6000mm

!"Pump unit: three (3) units of submersible pump (diameter 500mm)

!"Depth of TPS: 9.027m (from the ground surface)

Pressure pipeline from TPS to grid chamber (diameter 1200mm) will be arranged required are

as follows:

!"Installation of pipe; Dia. 1,400mm x 1 pipe (after completion of new pump station)

!"Inlet pipe capacity after installation of a new pipe (Dia. 1,400mm x 2):

1.54 m3/sec = 266,000 m3/day

2) Influent Pump Station (KHC12)

Rehabilitation of underground concrete structure of existing pump station shall be done.

Reinforcing bar for the structures shall be rehabilitated where necessary. Architectural

rehabilitation shall also be done including facilities such as ventilation.

Replacement work for mechanical equipment are; 3 units of mechanical screens, pumps of

0.9m3/s x 2units and 0.45m3/s x 2units, pressure pipelines, 3gates in the channels to the screen

and valves inside the pump station, and beam crane.

3) Grit Chamber


Summary

3-59

New construction of following grit chamber with mechanical equipment:

!"Type: Vortex Circle Radiation-Flow Type

!"Structure: Reinforced Concrete

!"Size/Tank Number: Diameter 7.3m x Depth 1.0m x 2 chambers

4) Primary Sedimentation Tank

i) Construction/Installation

Construction of No.7 and No.8 tanks of Diameter 28m x Depth 3.5m (2 tanks)

Installation of Sludge Scraper, and Primary Sludge Pump for No.7 and No.8 tanks

ii) Rehabilitation/Replacement

Rehabilitation of existing No.1 – No.6 tanks of Diameter 28m x Depth 3.5m (6 tanks)

The works are; Rehabilitation of 2 distribution tanks with the replacement of stop gates,

Replacement of drive units and wheels for sludge scraper; Repair of sludge scraper

equipment; and Replacement of primary sludge pump, Installation of v-notch weir plate

5) Aeration Tank

Size/Tank Number: Width 8.0m x Length 119.0 m x Depth 4.0 m x 4 channels x 4 tanks

Concrete surface of all tanks (4 tanks) shall be rehabilitated due to corrosion.

6) Blowers and Blower house

The works are; Replacement of 5 air blowers with required accessories such as air filter and

air pipelines, and Replacement of utility water pumps equipment at the underground of the

blower house.

7) Secondary Sedimentation Tank


Construction of No.11 and No.12 tanks of Diameter 28m x Depth 4.0m (2 tanks)

Installation of Sludge Scraper and Primary Sludge Pump


Summary

3-60


Rehabilitation of existing No.1 – No.10 tanks of Diameter 28m x Depth 4.0m (10 tanks) shall

be done depending on the condition of each tank.

The works are; Rehabilitation of 6 distribution tanks with the replacement of stop gates,

Replacement of drive units and wheels for sludge suction equipment; Repair of sludge

suction equipment; and Installation of v-notch weir plate.

8) Discharge Pump Station (KHC13)


Construction of a temporary pump station with a capacity of at least 100,000m3/d (72m3/min)

to accommodate the flow during summer season. The temporary pump station shall be

equipped with pump pit for three(3) units of φ500 submersible pump.


Replacement of stop valve for inlet, pumps of 0.9m3/s x 2units and 0.45m3/s x 2units,

pressure pipelines, and beam crane

9) Gravity Thickener

Concrete structure of 2 tanks shall be rehabilitated depending on the condition of the tanks.

The works are; Replacement of two scraper equipment in gravity thickener and two thickened

sludge pump in the pump room, and Installation of v-notch weir plate to make uniform

effluent and of GRP covers on the tanks to prevent diffusion of odor.

10) Mechanical Thickener

A new building for Screw-press type mechanical thickeners shall be constructed by joined

structure with the sludge dewatering building.

11) Sludge Digestion Tank

Rehabilitation of existing 2 tanks of Diameter 17.5m x Depth 8.0m.

The works are; Replacement of 2 Sludge Digestion Tank covers, and mechanical equipment


Summary

3-61

such as the mixing device and sludge heating

12) Sludge Treatment Building

Sludge treatment building shall be constructed for installation of sludge dewatering units.

Sludge cake hopper to carry sludge out of the STP shall be furnished in the sludge cake stock

house (15m3 each for 6 units). (refer to Figure 4.2.12).

In consideration of the condition, wet scrubber system shall be employed to avoid dispersion

of odor and be installed in the sludge treatment building.

Equipment: Type of Screw-press is recommended from the viewpoint of construction cost,

maintenance cost, easy-maintenance and safety.

13) Sludge Drying Bed

Digested sludge will be treated in sludge dewatering unit. Existing sludge drying beds

remain as standby for sludge dewatering.

14) Boiler

Replacement of 2 sets of coal boiler (4.0t/hr) with the required equipment is required.

15) Gas Holders

Rehabilitation of existing wet type 2 tanks of Diameter 14.0 m x Height 6.0m shall be done.

Equipment and pipelines connected to gasholder shall be repaired.

16) Connecting Conduit and Others

Wastewater pipe will be replaced for the sections; between pump station and new grit

chamber, and between grit chamber and distribution tank at the entrance of primary

sedimentation tank

Replacement of all sludge pipes that needs improvement shall be done.

17) Yard Work

i) Plant Road


Summary

3-62

In-plant road with asphalt pavement shall be constructed to access each facility as follows;

Road width: Main road 6.0m and Sub-road 4.0m

ii) Drainage

L type side ditch shall be installed at the roadside for drainage.

(5) Plant Hydraulics

Plant hydraulics was examined for proposed flow rate in provision of the condition of

rehabilitation as shown in Figure 3.4.4.


Summary

3-63, 64

Figure 3.4.4 Plant Hydraulics


Summary

3-65

3.4.2 Intermediate Pump Station

(1) Design Policy

The improvements for 17 pump stations are to be made considering the followings.

!"Mechanical and electrical equipment with necessary appurtenances

!"Architectural structure, ventilation, and working circumstances

!"Flow measurement and control system

(2) Intermediate Pump Station

1) Intermediate pump stations subject to basic design

Table 3.4.4 List of Sewage Pump Stations to be Improved ( PS: pump station)

No Station No. Location (address)

1. PS No.1 Beginning of the Abai Ave., the district of the “Moskvich” cooperative

2. PS No.2 Geroi Krasnodona Str.

3. PS No.3 Beisekova-Orenburskaya Str.

4. PS No.4 Ugolnaya Str. – overpass No.2

5. PS No.6 District of the “Koktal” settlement

6. PS No.7 “Molodezhnyi” micro-district

7. PS No.10 “Agromash” Plant – railway-carriage repair plant

8. PS No.11 Hospital, Abylai-Khan Ave. 3/3

9. PS No.15 “Tselinnyi”micro-district

10. PS No.16 Skladskaya Str. 11

11. PS No.17 “Block 72”, beginning of the Moskovskaya Str.

12. PS No.21 “Prigorodnyi” settlement

13. PS No.24 Moskovskaya Str. 21/1

14. PS No.28 “Avtomatika” industrial workshop

15. PS No.34 PDU settlement – Astrakhansky settlement

16. PS No.37 Kotovsky Str.

17. PS No.IH Isolation hospital

2) Rehabilitation Requirements

Summary of the rehabilitation work is shown in Table 3.4.5 for 13 intermediate pump stations.

(No1 ~13 in Table 3.4.4) With regard to the No.14 ~No.17, they need whole facility

rehabilitation, refer to iv).


Summary

3-66

Table 3.4.5 Summary of Intermediate Pump Station Repair Works

Description Item Specification Quantity Unit

Mechanical 1. Replacement of the sewage pump Horizontal/submersible 54 units 2. Replacement of the drain pump Submersible 14 units 3. Replacement of the fine screen Mechanical bar screen 7 units 4. Replacement of the screenings grinder Double-cutter type 8 units 5. Replacement of the hoisting device Geared trolley/motorized 16 units 6. Replacement of the motor valve Motorized gate valve 15 units 7. Replacement of the ventilation fan Intake/exhaust 28 units 8. Replacement of the pipelines/plumbing 17 Lump sum Civil and Architectural

1. Rehabilitation of the civil portion RC surface rehabilitation Substructure 13 Lump sum

2. Rehabilitation of the architectural portion Roof, wall, door, finish and etc. 13 Lump sum

3.Rehabilitation of the utility Heating, ventilation, water supply 13 Lump sum

4.Construction of manhole pump station structure

In-situ concrete, caisson type 4 Lump sum

Electrical 1. Installaton of the power meter 17 sets 2. Replacement of the starter/control system 17 sets

i) Mechanical Equipment (No1 ~13 in Table 3.4.4)

Replacement of the sewage pump units, the mechanical rakes, hoisting devices the suction

and pressure pipeline, and the various valves

ii) Electrical Equipment (No1 ~13 in Table 3.4.4)

Installation of sewage flow meter and electric power meter, replacement of the starter and

control system, and monitoring of the operation and information transfer

iii) Civil/Architectural Work (No1 ~13 in Table 3.4.4)

Repair of the roofing and finish (plaster work), protection of underground walls with the

waterproof materials, replacement of the ventilation, the heating system, the internal water

pipe line and the sanitary facilities, replacement of the entrance doors and the internal space

iv) Whole facility rehabilitation (No.14~17 in Table 3.4.4)

Whole facility rehabilitation including structure construction is necessary for four (4) inter


Summary

3-67

mediate pumping stations because of the damage.

!"PS No. 28 (Avtomatika settlement)

!"PS No. 34 (PDU settlement – Astrakhansky highway)

!"PS No. 37 (Kotovsky Str., 1)

!"PS IH (Isolation hospital)

3.4.3 Sewers

(1) Design Policy

Rehabilitation of 16 sewers is to be conducted with suitable materials.

(2) Design of Sewers

1) General

Sixteen (16) pipelines of sewers were proposed for the rehabilitation according to the request

of ASA because of their deterioration.

2) Sewer alignment

The proposed sewers in the existing sewer networks are shown in Table 3.4.6.

Table 3.4.6 List of Proposed Sewer Network

Line Pipe Dia. (mm) Route Length (m) Categories 1 700 453.5m Gravity flow 2 250 807.0m Pressure line 3 250x2 333.0m Pressure line 4 800 1872.4m Gravity flow 5 100 995.0m Pressure line 6 300 385.5m Gravity flow 7 100 857.1m Pressure line 8 200x2 2,325.5m Pressure line 9 150 1,950.0m Pressure line 10 500x2 1,693.5m Pressure line 11 300 759.8m Pressure line

300 435.5m 12 400 797.0m Gravity flow

13 300 755.0m Pressure line 14 250 412.0m Pressure line 15 250x2 773.0m Pressure line 16 400 322.0m Gravity flow

Total 15,926.8m (20,989.5m)

Route Length (Pipeline L.)


Summary

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5 pipelines of the 16 pipelines are the gravity flow while the others are pressure line from the

intermediate pump stations. The total length of the sewer route is 15.9 km and the pipe

diameter varies from 100mm to 800mm with a total pipe length of 21 km.

In case of the railroad crossing, installation shall be by pipe jacking method with double

pipelines for pressure line.

3) Design Service Area

Referring to the New Capital Development Master Plan, the design service area is determined

to meet development plan for the year 2010. The area for the sewer is 24,800ha.

4) Design Sewage Flow

According to the Master Plan and the Feasibility Study the design daily maximum sewage

flow in 2,010 is assumed to be 112,300 m3/day. The daily average and the maximum hourly

sewage flow are 89,800 m3/day and 157,200 m3/day, respectively (refer to Table 3.4.7).

Table 3.4.7 Design Sewage Flow

Design Sewage Flow Flow Rate Flow (m3/day)

Flow (m3/sec)

Daily Average Sewage Flow 0.80 89,800 1.039 Daily Maximum Sewage Flow 1.00 112,300 1.300 Maximum Hourly Sewage Flow 1.40 157,200 1.819

5) Design Sewage Flow for STP

The capacity of the existing sewage treatment plant is 136,000m3/day and the design

treatment capacity is determined to meet this capacity (refer to Table 3.4.8)

Table 3.4.8 Design Sewage Flow for STP

Design Wastewater Flow Flow Rate Flow (m3/day)

Flow (m3/sec)

Daily Average Sewage Flow 1/1.2 114,000 1.319 Daily Maximum Sewage Flow 1.00 136,000 1.574 Maximum Hourly Sewage Flow 1.47 200,000 2.315

6) Sewage Collection Area

The design service area is divided into six sub-service areas. The area and population by

sub-service area are determined as shown in Table 3.4.9.


Summary

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Table 3.4.9 Sub-Service Area and Design Sewage Flow

No. Name of Collection Area Area (ha)

Population (Person)

Maximum Hourly Sewage Flow (m3/sec)

1 KHC-6 8,250 163,000 0.605 2 KHC-52 3,100 61,250 0.227 3 KHC-50 2,800 55,320 0.205 4 KHC-4 1,350 26,670 0.099 5 KHC-53 3,500 69,150 0.256 6 KHC-7 5,800 114,610 0.427

Total 24,800 490,000 1.819

7) Sewer Design Conditions

i) Hydraulic Calculation Formulas

The Manning’s formula is to be adopted for the design of gravity sewer and Hazen William

formula is to be adopted for the pressure main. The standard coefficients to be used for the

type of material are given in Table 3.4.10.

Table 3.4.10 Coefficient for Sewer Design

Type of Pipe N (Roughness Coefficient) C (Flow Velocity Coefficient)

Concrete Pipe 0.013 110 PVC Pipe/ Plastic Pipe 0.010 110 Coated Steel Pipe 0.010 110 Cast Iron Pipe 0.013 110

ii) Depth of Flow

All sewers are to be designed to flow 80% of the full flows.

iii) Velocity and Gradient

Sewers are designed in accordance with the grand gradient for economic construction. The

range of velocity of the sewage flow in sewer is to be from 0.6 m/sec to 3.0 m/sec.

iv) Minimum Covering Depth

In accordance with SNiP, the minimum covering depth is to be 2.8m at pipe bottom.

8) Pipe Material

As to the rehabilitation of the proposed sewers, reinforced concrete pipes are adopted for

gravity sewers and cast iron pipes for pressure mains.


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9) Construction Method

Excavation not exceeding 4.0m shall be done by open cut with side slopes as shown Figure

3.4.5.

Figur3.4.5 General Excavation Section up to 4.0m deep

Excavation exceeding 4.0m shall be done with temporary retaining wall and strutting as


Figure 3.4.6 General Excavation Section Exceeding 4.0m deep

Application of “well points” shall be a standard practice for dewatering groundwater in sewer

trenches. A diagram showing a method of setting up well points and pump unit is shown in

Figure 3.4.7.

W1=D+500

D+3

00

Dep

th<4

.0m

0.25

1

W1=D+500

D+3

00

Dep

th>4

.0m

Planking


Summary

3-71

Figure 3.4.7 Well Point System Diagram

10) The arrangement of the pipes underground

The location of the pipes shall follow the plan of the Astanagenplan.

11) Arrangement for the road plan

In Astana city, extension and rehabilitation of the road is implemented every year based on

the plan of Astanagenplan. All the pipelines that shall be constructed or rehabilitated needs

arrangement with the road plan.

12) Railway crossing

The railway crossing adopts jacking method or open-cut method depending on the location

and topographical feature. Casing pipe as an outer cover for pipeline shall be used under the

railroad.

13) River crossing

The part of river crossing adopts one of jacking method and the open cut method of

construction according to the situation of a field. Also in which case, a main pipe is put into a

casing pipe under of a river.

Ground water level 2.0m 0.75m

Ditch bottom

0.90m

1.0m


Summary

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(3) Outlines of Design

Outlines of sewers to be rehabilitated are as follows:

Table 3.4.11 Outline of Sewer Rehabilitation Works

Route Dia (mm)

Type Pipe Material

Route Length

Remarks

No.1 700 Gravity Cast iron 453.5m Excavation depth exceeds 5m

No.2 250 Pressure Cast iron 807.0m

300x2 Pressure Cast iron 329.0m No.3

300 Gravity Cast iron 4.0m

No.4 800 Gravity Cast iron 1,872.4m

No.5 100 Pressure Cast iron 995.0m Railway crossing 8m (open-cut)

No.6 300 Gravity Cast iron 385.5m

No.7 100 Pressure Cast iron 857.1m Railway crossing 8m (open-cut)

200x2 Pressure Cast iron 2,319.5m No.8


No.9 150 Pressure Cast iron 1,950.0m

500x2 Pressure Cast iron 1,645.2m Railway and river crossing 154m


500 Pressure Cast iron 43.3m

(800) Casing Steel (118m) Railway crossing (jacking)

No.10

(800) Casing Steel (36m) River crossing (open-cut)


300 Gravity Cast iron 435.5m No.12




250x2 Pressure Cast iron 769.0m No.15


No.16 400 Gravity Cast iron 322.0m

Total 15,926.8m 20,989.5m

Route Length Pipeline Length

3.4.4 Sewage Treatment Plant

(1) Civil Work


Summary

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1) Inlet chamber

The new 1400 mm rectangular shaped gate shall be installed for the stoppage of the inflow.

2) Inlet pipe and Temporary Intermediate pumping station (TPS)

Specification of TPS is as follows;

!" -Pump well/manhole diameter: 6000mm

!" -Pump unit: three (3) units of submersible pump (diameter 500mm)

!" -Depth of TPS: 9.027m (from the ground surface)

!" -Pressure pipeline from TPS to grid chamber (diameter 1200mm)

TPS is connected to KHC-12 PS with a new influent pipe (diameter of 1400 mm).

3) Existing Influent Pump Station (KHC-12)

Aside from the replacement of the equipment and rehabilitation of the structure, new influent

pipe with a diameter of 1400mm shall be installed from TPS to KHC-12.

4) Aeration tank (AT)

Rehabilitation work for the AT is limited to the repair of structural surface, suction pipe

connection of the return sludge pump and conduit connection to and from SST.

5) Discharge pumping station (KHC-13)

In addition to the replacement of the equipment and rehabilitation of the structure, a stop gate

shall be newly installed (1500×1500 mm).

6) Sludge treatment building and Hopper house

Sludge cake hopper to carry sludge out of the STP shall be furnished in the hopper house

(15m3 each for 6 units).

In consideration of the condition, biological scrubber system shall be employed to avoid

dispersion of odor and be installed in the sludge treatment building.

(2) Architectural Work

Outlines of buildings in Sewage Treatment Plant are shown in Table 3.4.12 below:


Summary

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Table 3.4.12 List of Buildings in Sewage Treatment Plant

Item Area (m2) Total Floor

Building Dimension

Building Name Building Area

● ○ L x W Stor

ies

Stru

ctur

e

S02 ○ Influent Pump Station 432.42 - 864.84 24.0x18.0 2 - S03 ● Grit Chamber 86.40 86.40 - 7.2 x 12 1 PC

S06 ○ Primary Sludge Pump House 58.76 - 58.76 R=4,325 1 -

S08 ○ Blower House 864.00 - 1,728.00 48x18 2 -

S11 ● Return Sludge Pump House 432.00 864.00 - 36 x 12 1+B RC

S12 ○ Discharge Pump Station 432.42 - 864.84 24.0x18.0 2 -

S22 ○ Thickened Sludge Pump House 58.76 - 58.76 R=4,325 1 -

S23 ○ Digester & Pump House 44.75 - 44.75 R=3,775 1(+B) -

S24 ● Sludge Treatment Building 1,412.50 3,756.75 - 45 x 31 2+B RC

S25 ● Hopper House 358.82 717.65 - 23.15x15.5 2 RC S26 ○ Gas Holder 227.58 - 227.58 1 - S27 ○ Boiler House 455.29 - 956.54 2(3) - S28 ● Electrical House 121.50 121.50 - 13.5 x 6.5 1 PC

S29 ○ Administration Building 150.00 - 300.00 15 x 10 1 -

Total Floor Area 6,411.14 2,094.96 ●: New Construction ○: Rehabilitation B: Basement of Building Scope (B): Basement of Civil Scope RC: Reinforced Concrete structure PC: Pre-cast Concrete Structure

3.4.5 Rehabilitation of Architectural Part for Sewerage Work

(1) Intermediate Sewage Pump Station

Seventeen (17) intermediate pumping stations are subject to rehabilitation work in this project.

However, thirteen (13) intermediate pumping stations were selected by ASA for the

rehabilitation (No.1, 2, 3, 4, 6, 7, 10, 11, 15, 16, 17, 21, 24). Four (4) intermediate pumping

stations other than the above shall be full-rehabilitated by re-constructing new manhole type

intermediate pumping stations because of extreme deterioration. (No.28, 34, 37, IH)

(2) Sewage Treatment Plant

1) General condition for the Sewage Treatment Plant

The structures subject to the rehabilitation is as follows; Administration building, Blower

house, Boiler house, Sewage pumping station No. 12, Sewage pumping station No. 13.

2) Administration building

Rehabilitation works of 1 and 2 stories of administration building is as follows; repair works -


Summary

3-75

plastering, painting, laying of ceramic covering for walls, reconstruction of floors, painting

ceilings, partial replacement of internal water pipe, sewage system, heating, ventilation.

3) Blower house

Carrying out of overhaul of architectural elements of the building shall be the need for the

blower house.

4) Boiler House

The overhaul of architectural part of the building is required.

5) Sewage pumping stations No.12 and No. 13.

The overhaul of all architectural and engineering-building elements with complete

replacement of ventilation on both stations is required.


Summary

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3.4.6 Mechanical Facility

(1) Intermediate Pump Station

1) Capacity of the Pump

The intermediate pump stations proposed by ASA are listed in Table 3.4.13. The capacity of

respective intermediate pump station was designed in accordance with the capacity requested

by ASA.

Table 3.4.13 Intermediate Pump Station Pump Structure(m) Existing (m3/hr) Rehabilitation(m3/hr) Classifi-

cation Station Dia. Depth Cap. Duty Standby Nominal Cap. Duty Standby Total Head(m)

3500 0 2 - - - - 1600 1 1 1600 2 1 11.0 800 1 0 800 2 0 11.0

Large type 7 24 10.6

450 2 0

2,500

450 2 0

5,700

11.0 800 0 1 - - - - 10 16 8.0 450 2 2

400 450 3 2

1,350 11.0

800 1 2 800 2 2 10.0 1 16 9.8 450 1 0

9,600 - - -

1,600 -

650 2 2 800 3 2 9.0 3 16 7.8 450 1 0

1,750 - - -

2,400 -

800 0 1 - - - - 4 12 7.8 450 1 3

400 450 2 1

900 7.0

1600 1 2 1600 2 2 10.0 6 12 4.9 800 1 0

2,800 - - -

3,200 -

450 1 1 450 2 1 7.0

Middle type

2 9 7.7 368 1 0

700 - - -

900 -

144 1 0 - - - - 11 6 6.5 114 0 1

180 114 2 1

228 8.0

250 1 0 250 2 1 11.0 15 6 6.5 114 0 1

250 - - -

500 -

16 6 7.3 114 1 1 100 80 2 1 160 24.0 21 6 6.4 250 1 1 250 200 1 1 200 19.0 24 4 6.9 80 1 0 80 80 1 1 80 15.0

Small type

17 3 5.1 114 1 1 114 250 1 1 250 18.0 28 2.5 5.0 50 1 0 50 50 1 1 50 28.0 34 2.5 4.0 50 1 0 50 50 1 1 50 15.0 37 2.5 5.0 50 1 0 50 50 1 1 50 14.0

Manhole type

IH 2.5 7.1 50 1 0 50 50 1 1 50 15.0

2) Pump Selection

The majority of the existing pumps are horizontal end-suction centrifugal type. 13 of 17

intermediate pump stations shall install horizontal type.

Submersible pumps are applied for small 4 intermediate pump stations that shall be

completely rehabilitated with manhole pump type structure. The numbers of submersible

pumps are No.28, No.34, No.37 and IH.


Summary

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The pumps shall be automatically operated in response to the change of the water level in the

wet pit.

4) Auxiliary Devices for Intermediate Pump Stations

Major works in this works include the items are; a) Replacement of mechanical screens,

where the existing screens were installed, b) Replacement of all piping in pump stations, c)

Replacement of sump drain pumps, and d) Repair/replacement of hoisting devices, if

necessary.

(2) Influent Pump Station

1) Fine Screen

As replacement of the existing mechanical screens, the Double chain operated rake was

adopted.

i) Type : Double chain operated rake ii) Capacity : 4,200 m3/hour iii) Channel : 1.68 m W x 2.0 m D iv) Number : 3 sets (including 1 set for standby)

2) Influent Pump

Influent pumps are planned to lift hourly maximum flow of 200,000 m3/day. The proposed

specifications for the influent pumps are as follows:

i) Type : Vertical mixed flow centrifugal pump with dry sump ii) Capacity : Large: 54.0 m3/min (3,420 m3/hour)

Small: 27.0 m3/min (1,620 m3/hour) iii) Head : 15.0 m iv) Number : Large: 3 sets (1set of existing pump shall be remained as standby)

Small: 2 sets

All piping materials and auxiliary equipment for influent pumps, such as sealing water supply

unit as well as overhead cranes and ventilation system shall be repaired or replaced.

The temporary removable submersible pumps (3 units) are newly formed so that updating

(3) Grit Chamber

As regards the grit chamber for this project, Vortex-type grit chamber is recommended

The proposed specifications for the grit chamber are follows:

i) Type : Vortex-type grit chamber


Summary

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ii) Capacity : 4,200 m3/hour iii) Dimension : 7.3 m Dia. x 2.00 m D iv) Number : 2 sets

(4) Primary and Secondary Sedimentation Tanks

The existing sludge scrapers shall be repaired, while two more tanks with the same type of

scrapers shall be constructed.

The scope of major repair works for the primary sedimentation tanks are; a) replacement of

drive units and rubber tires of six existing scrapers for smooth operation, b) installation of

v-notch weir plate to make uniform effluent, c) replacement of six scum skimmers (only for

six primary sedimentation tanks), and d) replacement of four primary sludge pumps with

piping materials within the pump room.

The proposed specifications for the return sludge pumps are as follows:

1) Type : Non-Clog sludge pump 2) Capacity : 1.0 m3/min 3) Head : 9.0 m 4) Number : 4 sets (including 2 sets for standby)

As for secondary sedimentation, ten existing sedimentation tanks are circular type with

peripheral driven sludge scrapers. The existing sludge scrapers shall be repaired on the

above items a) and b), while two more tanks with same type of scrapers shall be newly

constructed.

(5) Discharge Pump Station

All necessary repairs and replacement shall be implemented to improve operation reliability

of discharge pump station. Major works in this project shall be; a) Repair and procurement of

spare parts for discharge pumps, b) Replacement of all piping materials in discharge pump

station, c) Replacement of seal water unit for discharge pumps, d) Replacement of Bridge

crane, and e) Repair/replacement of ventilation system.

The temporary removable submersible pumps (3 units) shall be newly installed in the

intermediately manhole for rehabilitation work of the discharge pump station.

(6) Blower House

1) Air Blower

Air blowers with auxiliary devices shall be replaced to improve durability and reliability of

air supply to aeration tanks.

The proposed specifications for the air blower are as follows:


Summary

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i) Type : Multi-stage turbo blower ii) Capacity : 255 Nm3/min iii) Pressure : 5,000 mmAq, (49 kPa) iv) Number : 5 sets (including 2 sets for standby)

2) Auxiliary Devices for Air Blowers

Major works in this works shall be; a) Replacement of five air filters, b) Replacement of

lubrication system, c) Replacement of air flow control system, d) Repair/replacement of air

piping, and e) Replacement of bridge crane, if necessary.

(7) Return Sludge and Waste Sludge Pump

1) Return Sludge Pump

A new building for sludge return pumps shall be constructed at space between aeration tanks

and secondary sedimentation tanks. Both return sludge pumps and waste sludge pumps are

installed in this building.

The proposed specifications for the return sludge pumps areas follows:

i) Type : Vertical mixed flow Centrifugal pump ii) Capacity : 32.0 m3/min iii) Head : 6.0 m iv) Number : 5 sets (including 2 sets for standby)

2) Waste Sludge Pump

The proposed specifications for the waste sludge pumps are as follows:

i) Type : Non-Clog sludge pump ii) Capacity : 4.7m3/min iii) Head : 10.0 m iv) Number : 2 sets (including 1 set for standby)

(8) Gravity Thickener

In order to install a GRP dome to prevent odour emission for 2 existing gravity thickeners, the

circular type of 20 m diameter with peripheral driven sludge scrapers shall be changed to

centre sludge scraper type. The existing sludge scrapers shall be repaired. The scopes of

major repair works are; a) Replacement of drive units and rubber tires of two existing

scrapers for smooth operation, b) Installation of v-notch weir plate to make uniform effluent,

and c) Replacement of two thickened sludge pumps with piping materials within the pump

room.

The proposed specifications for the thickened sludge pumps are as follows:

i) Type : Non-Clog sludge pump


Summary

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ii) Capacity : 1.0 m3/min iii) Head : 5.0 m iv) Number : 2 sets (including 1 set for standby)

(9) Mechanical Thickener

1) Mechanical Thickener

A new building for mechanical thickeners shall be constructed at space next to the secondary

sedimentation tanks. This shall be a joined structure for sludge dewatering units.

The proposed specifications for the mechanical thickeners are as follows:

i) Type : Screw press thickener ii) Capacity : 75 m3/hr iii) Dimension : 0.7 m Dia. (3.0 m2) iv) Number : 3 sets (including 1 set for standby)

2) Auxiliary Devices for Mechanical Thickener

Major works in this works shall be; a) Installation of waste sludge supply system, b)

Installation of polymer dosing system, c) Installation of thickened sludge transfer system, d)

Installation of utility water supply system (common for sludge dewatering), e) Installation of

ventilation system, and f) Installation of overhead crane.

(10) Digester

1) Digester Mixing

Two existing digesters shall be replaced. The existing digesters are using circulation pump

for mixing.

The proposed specifications for the mixing device for new digester are as follows:

i) Type : Pump mixing ii) Capacity : 5.5m3/min iii) Head : 12 m iv) Number : 2 sets (including 1 set for standby)

Two existing digesters shall be repaired and, the scopes of major repair works are; a)

Replacement of steam diffusing devices, b) Replacement of sludge circulation pumps, c)

Replacement of ventilation system, and d) Repair/replacement of sludge pipes

2) Coal Boiler

The existing two coal-boilers shall be replaced with the necessary appurtenances such as

condenser, hot water pump, coal crusher and conveyer.

The proposed specifications for the coal boiler are as follows:


Summary

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i) Type : Coal boiler ii) Capacity : 4.0ton/hr iii) Number : 1 set

3) Gas Holder

Two existing gasholders shall be repaired, while one gasholder is on duty and another is

completely out of order. Installation of desulphurisation unit shall be considered.

4) Auxiliary Devices for Coal Boilers

Major works in this works shall be; a) repair/replacement of auxiliary devices for boilers,

such as blowers, etc. b) repair of coal supply system, c) repair of ash transfer system, and d)

repair/replacement of make-up water supply system.

(11) Sludge Dewatering

1) Sludge Dewatering Machine

A new building for sludge dewatering machines shall be constructed on the location next to

the secondary sedimentation tanks. Digested Sludge shall be supplied to sludge dewatering

machines.

The proposed specifications for the sludge dewatering machines are as follows:

i) Type : Screw press ii) Capacity : 450 kg-ds/hr (3 m3) iii) Dimension : Diameter 0.9 m iv) Number : 3 sets (including 1 set for standby)

2) Auxiliary Devices for Sludge Dewatering

Major works in this works are; a) Installation of digested sludge supply system, b) Installation

of polymer dosing system, c) Installation of dewatered sludge transfer system, d) Installation

of utility water supply system (common for sludge dewatering), e) Installation of ventilation

system, and f) Installation of overhead crane.


Summary

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3.4.7 Electrical Facility

(1) Power Supply

1) Main Power Supply

Power is received at the sub-station in the sludge treatment building at duplex, 3-phase,

3-wire, 6k V, 50 Hz from AES, and then the received power is distributed to the blower house

and the new electrical house.

The intermediate pump stations that are rehabilitated have the same system as existing

system.

2) UPS Power Supply

In the proposed plant, the UPS power supply will be required for operation or control of

equipment.

(2) Power Device

1) Bus Bars

The type of high-tension bus bar is the duplex incomer and the single bus bar type with a tie

breaker. The current capacity of the bus bar should endure the electric power demand of the

whole plant.

2) Circuit Breakers

Vacuum circuit breakers (VCB) will be adopted for high-tension circuit breakers for ease of

maintenance. The breaking capacity at receiving point will be 150MVA at 6kV. The breaking

current rating of VCB’s should be 20kA at 6kV.

3) Transformers

The capacity of the main transformers is listed as follows:

Sub-station Capacity (kVA) Numbers Sludge Treatment Building 2000 2 Blower House 400 2 Electrical House 1500 2 Intermediate Pump station No.4 250 1 Intermediate Pump station No.6 250 1 Intermediate Pump station No.7 630 1


Summary

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4) Lightning Arrester

Indoor-type lightning arresters will be installed in the power-receiving panel to protect

in-plant electrical equipment from lightning, induced on the networks power line.

5) Low Voltage Distribution

The power from the transformers will be distributed at 380-220V, 3-phase, 4-wire to the low

voltage distribution boards.

6) Power-factor Improvement

Power-factor improvement will be achieved by static capacitor, and the compensated

power-factor is or better than 95 %. The capacitors for power-factor improvement are

provided with series reactor to restrain higher harmonics.

(3) Motor Control

1) Motor Voltage

In this project, the voltage for main motors are listed as follows

Plant Loads Name Motor Output (kW) Applied Voltage Blowers 315 6 kV Influent Pumps, Discharge Pumps, 200 380 V Temporary Influent Pumps, and Temporary Discharge Pumps,

110 380 V

2) Motor Starters

All motors are provided with starting as follows:

- up to 7.5kW - full voltage starting

- 7.5kW to 30kW - star delta starting

- above 30kW (Low volt.) - auto transformer starting

- above 300 kW (High volt.) - reactor starting

(4) Instrumentation Equipment

Instrumentation items and types are shown in Table 3.4.14.


Summary

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Table 3.4.14 Measuring Items and Types

Measuring Items Types Pump Station Reservoir level Submersible, hydrostatic level (pressure)

meter Temporary influent pump reservoir Float, micro switch type Influent sewage flow Ultrasonic flow meter Influent sewage pH Glass electrode, immersion type Aeration tank pH (Out of scope) Aeration tank temperature (Out of scope) Aeration tank DO (Out of scope) Aeration tank MLSS (Out of scope) Primary sludge flow Electromagnetic flow meter Primary sludge density Ultrasonic attenuation type Blower flow Orifice flow meter Blower pressure Semi-conductor transmitter type Air temperature Resistance bulb type Clear water tank temperature Resistance bulb type Return sludge flow Electromagnetic flow meter Sludge holding tank level Pressure gauge Mechanical thickener sludge flow Electromagnetic flow meter Gravity thickener flow Electromagnetic flow meter Thickener polymer tank level Ultrasonic type Thickened sludge holding tank Pressure gauge Digester flow Electromagnetic flow meter Digester pressure Pressure gauge Digester level Pressure gauge Distribution tank level for Digester Pressure gauge Gas holder level Float type Digested sludge holding tank Pressure gauge Digested dewatering sludge density Ultrasonic attenuation type Dewatering unit polymer tank level Ultrasonic type Digested Dewatering sludge flow Electromagnetic flow meter Cake hopper weight Load cell type

(5) Control and Supervisory System

1) Concept of System

In principle, the hierarchy system or horizontally distributed control system will be adopted.

The supervisory control levels are further classified into three levels. They are the site level,

electrical room level, and central monitoring room level. The monitoring system diagram is


2) Monitoring System for the 17 Intermediate Pump Station


Summary

3-85

There was a plan in the basic design stage that a radio communication system connects the

ASA headquarters and intermediate pump stations to alert automatically in an emergency

case such as pump failure or water level abnormality.

The rehabilitation of 17 intermediate pump stations is scope of work in this project although

122 pump stations, including the said 17 intermediate pump stations, are scattered in Astana

city. The detailed design work started to compose up the monitoring system for the limited

17 intermediate pump stations. Meanwhile operation and maintenance information

equipment is listed in the procurement program of O & M Equipment. The idea of the

entire monitoring system for all the pump stations was raised after the careful studies. The

entire monitoring system was discussed between ASA and the JICA study team, and the

system was approved by ASA, because it is superior to two individual systems for the 17

pump stations and the other pump stations from economical, maintenance and operational

aspects. The entire monitoring system will be established by ASA using the operation and

maintenance information equipment.

Detailed D



Sum

mary y

3-86

Figure 3.4.8 Monitoring System Diagram


3-87

3.5 Contract Package and Procurement Procedure

3.5.1 Contract Package

Under the procurement clause, measures to be adopted, in the Agreement between JBIC and

Kazakhstan side, one single lot for the construction contract through International

Competitive Bidding is presented. The pre-qualification of the contractors shall be

conducted in accordance with the Guideline.”

The contract will consist of civil works, supply and installation of equipment for construction

and rehabilitation works of the Astana water supply and sewerage facilities stipulated in the

contract documents.

3.5.2 Pre-Qualification Documents

(1) Prequalification for the Project under JBIC ODA Loans

The Project will construct water supply and sewerage system which consists of new raw

water intake, new water treatment plant, installation and rehabilitation of distribution pipes,

rehabilitation of waste water treatment plant, replacement of sewerage pressured pipes,

rehabilitation of sewerage pumping facilities, and other works.

Available JBIC guide and sample document for pre-qualification are as follows:

- Sample Pre-qualification Documents under JBIC ODA Loans, November 1999

- Evaluation Guide for Pre-qualification and Bidding Under JBIC ODA Loans, June 2000

In addition, on-going projects financed by JBIC ODA loan in this country conform to the

Procurement Guidelines and apply the guides and the samples to the project documentation.

In pre-qualification, the applicant is examined whether he has ability to complete the work

financially and technically. Thus, pre-qualification documents will be prepared to examine

the applicant’s ability in the followings respects:

1) Eligibility

2) Accomplishment of the minimum requirements:

- Required amount of annual turnover

- Having successful experiences in water supply and sewerage project

- Having enough experience in specific construction method or manufacturing specific equipment (if not applicant, for nominated sub-contractor or manufacturer)

3) Proposal and Demonstration for:

- Operating the firm in financially sound position

- Providing competent personnel and appropriate equipment to the works


3-88

- Providing enough finance to secure completion of the works

(2) Prequalification Procedure

Pre-qualification will be announced to public with at least one English language and local

newspaper of wide circulation in this country and to diplomatic representations from foreign

countries. Pre-qualification documents will be distributed to applicants at suitable price and

after filled submitted to the executing agency for the project before the deadline.

Evaluation of the application is carried out in following procedure:

- Stage-1: Examination of eligibility

- Stage-2: Accomplishment of the minimum requirements

- Stage-3: Detailed examination of proposal and

- Stage-4: Consideration of litigation history

Pass-or-fail criteria will be applied to the stage-1, 2, and 4 Stage. Scoring points evaluation

will be applied to the Stage 3.

(3) Requirements for Qualification

The followings are the requirements and subject to review before implementation of PQ

activities.

Item Conditions 1. Eligible Source Country 2. Free From Conflict 3. Quality and Environmental Management System 4. In case of Joint Venture

A. Eligibility (Pass/Fail Criteria)

5. Subcontracting 1. General Experience (Pass/Fail Criteria) 2. Experience in particular works (Pass/Fail Criteria)

B. Minimum Requirements

3. Experience in Particular Works (Pass/Fail Criteria) 1. Personnel Capabilities (Scoring Points) 2. Equipment Capabilities (Scoring Points) 3. Financial Position (Scoring Points)

C. Proposal and Explanation for detailed evaluation

4. Litigation History (Pass/Fail Criteria)

(4) Prequalification Schedule

Pre-qualification period will require at least four (4) months in a total after approval of the

pre-qualification documents and its evaluation criteria by JBIC.

- Preparation of pre-qualification documents by applicants: 2 months

- Evaluation on the application by executing agency: 1 month


3-89

- Approval process within the executing agency side and JBIC: 1 month

3.5.3 Bid Documents

(1) Bid Documents (Contents of Bid Documents, Explanation on each document)

The bid documents were prepared in accordance with the Procurement Guidelines. Bid documents are composed of four volumes as follows:

VOLUME I

Section 1 Instruction to Bidders

Section 2 Part I – General Conditions

Section 3 Part II – Conditions of Particular Application

Section 5 Form of Bid, Appendix, Bid Security, and List of Eligible Countries of JBIC ODA Loans

Section 7 Sample Form of Agreement

Section 8 Sample Form of Securities

Section 9 Schedule of Supplementary Information

VOLUME II Section 4 Technical Specifications

VOLUME III Section 6 Bill of Quantities

VOLUME IV Section 10 Drawings

Regarding general conditions of contract, the 4th edition of Conditions of Contract for Works

of Civil Engineering is used for the conditions of the contract as recommended in the guides

and the sample documents prepared by JBIC.

In view of applying ICB, technical specifications especially for plant and equipment are

prepared on the basis of ISO and supplemented by other internationally accepted standards

such as JIS, ASTM, BS and/or GOST taking local conditions into account.

(2) Technical Specifications

The Volume II Technical Specifications consist of two sections i.e. Section 4.1 Particular

Specifications and Section 4.2 Standards Specifications. The Section 4.1 stipulates

particular instructions to the works in this project, however, instructions described in the

Section 4.2 are generally applicable to construction work of water supply and sewerage

facilities. The Section 4.1 shall prevail over the Section 4.2 if any inconsistency between

them.

(3) Drawings


3-90

The Volume IV Drawings consists of two sections i.e. Section 10.1 Water Supply Facilities

and Section 10.2 Sewerage Facilities. Each section comprises (i) civil, architectural, and

structural works; (ii) mechanical and electrical works; and (iii) pipelines works in Section

10.1 or intermediate pump stations and sewers in Section 10.2.

・ (4)

Bill of Quantities

1) Contents of BOQ

As construction works can be classified into two categories namely; 1) civil and architectural

works; and 2) mechanical and electrical works, and the mechanical and electrical works are

further classified into supply of equipment/materials and installation, the BOQ is prepared by

each category.

2) Principle of BOQ

The format of the BOQ is such that it allows a Tenderer to insert rates both local currency

(Kazakhstan Tenge [Tg]) and foreign currency (Japanese Yen [¥]) components for each item.

3) Civil and Architectural Work

All items of work specified and/or shown on the drawings shall be valued by measurement of

such items only as are included in the BOQ. The Contractor shall be deemed to have taken

full account of all requirements and obligations, whether expressed or implied, covered by all

parts of this Contract, and to have priced the items herein accordingly. The rates and sum

must include all incidental and contingent expenses and risks of every kind necessary to

construct, complete and maintain the whole of works in accordance with the Contract.

4) Mechanical and Electrical Works

The supply of equipment, piping and materials shall be valued by the measurement of such

items only as are included in the BOQ. Payment shall be full compensation to cover all the

Contractor's obligations under the Contract for furnishing all materials, labor, tools,

equipment, and incidentals necessary to complete the said works.


Summary

3-91

3.6 Materials and Equipment Procurement Plan

3.6.1 General

The proposed materials and equipment are required in two stages, construction stage and

operation and maintenance stage.

According to the current practices worldwide, operation and maintenance body shall not

undertake major repair work to minimize the redundant costs for manpower and equipment.

In this regard, equipment needed for O&M of pipeline network; water leakage detection, flow

measurement, water quality analysis, and checking and adjusting instrument, was given a

higher priority. Laboratories for the water treatment plant and the sewage treatment plant are

very important to ensure water quality standard for drinking water and treated sewage.

3.6.2 Manner of Procurement of Materials and Equipment for Construction

(1) Construction Materials

Construction material for civil and architectural work

2) Procurement of construction materials

Basically, construction materials should be procured from the production sites as nearest to the

construction site as possible considering the transportation costs. However, the materials must

meet the requirements of quality. In this connection, market research is important to ensure the

lowest procurement cost under equivalent quality specified. The nearest production sites and

the proposed procurement sites are studied.

(2) System Equipment

1) Equipment for Mechanical and Electrical work

Equipment needed for water supply and sewerage system are listed by major facility.

Work Type Facilities Classification

Basic material Lighting and Electric wiring Drainage Water service

Civil Structures and Buildings

-Intake pump station -Water treatment plant -Sewage treatment plant -Sewage pump station

Ventilation -Transmission main -Distribution Pipes Pipeline -Sewer line

Pipes and backfill materials


Summary

3-92

• Intake Pump Station

• Water treatment plant

• Sewage treatment plant

• Sewage intermediate pump station

• Pipeline

2) Procurement of equipment

Equipment should be procured considering required quality, procurement cost including

transportation cost. Additionally, the availability of after-service for the equipment is essential

to maintain the equipment sound conditions in a long-term. Nearest procurement

countries/areas are studied.

3.6.3 Procurement Manner of Equipment for Operation and Maintenance

(1) Equipment for Operation and Maintenance

1) Present O&M practices by ASA and available equipment

ASA has been undertaking operation and maintenance of the water supply and sewerage

systems and have been conducting almost all repair work as well. ASA also owns

measurement instruments.

All vehicles and equipment were purchased before 1993 with the average use of more than 10

years as of today, which means these vehicles/equipment need to be replaced. However, scope

of work for the ASA may be limited to O&M in the future as the policy of the Government to

promote private sector undertaking, especially for the construction of facilities.

2) Vehicles/construction machineries/equipment proposed by ASA

As aforementioned, ASA must act as “Management Entity of water supply and sewerage

system of Astana City”. Due to the budgetary limitation, work efficiency must be maximized

and therefore, major repair work shall be contracted out to private contractors with smaller

budgets compared with those consumed by ASA’s own work. In this connection, necessary

O&M equipment and the list was prepared.


Summary

3-93

Table 3.6.1 O&M Equipment Required

No. Item Type Specification No. 1 Bucket Loader B-138 Bucket - 2m3 1 2 Excavator UDS-114A, Truck Base Bucket – 0.35-0.65m3 2 3 Excavator Komatsu P110-R1 3

Frozen Ground Excavator Blade Length 2.0m 2 Ditto MTZ Blade Length 1.6m 1 4 Ditto Tractor T170 Base Blade Length 2.0m 1

5 Steam Generator Base of off-URAL 5557 1500 kg/hr 2 6 Dump-truck KAMAZ Loading 10t 5 7 Wagon Truck GAZ 3307 MAVR 5

Truck Crane (KAMAZ base) Boom Length 25m Load 16t 1 8 Ditto (MAZ base) Load 14t 2 Trailer Loading 40t 1 9 Ditto Loading 20t 1 Channel Washing Machine KO-514 Base Kamaz 2 Ditto KO-514 Base Zil 2 10 Ditto KO-560 Base Kamaz-53329 2

11 Sewer Washing Machine DKT-260 Base Zil53016 1 12 Vacuum Vehicle KO-503V GAZ 3307 10 13 Flusher KO-829-1 Base Zil-5301 2

Toyota Land Cruiser 1 Mini-bus 1 14 Off-road Vehicle Pickups 3

15 Pipe Layer TP12.04, T170 Base Load – 6-12t 2 16 Compressor PKCD-1.75 10kg/cm3 2 17 Welding Transformer TDM-401 5

Generator ADC-8-230 РЯ Up to 2.2kW 2 Ditto ADC-10-T400 РЯ Up to 4.5kW 2 Ditto ADC-135-T400 ЖН Up to 13kW 1

18

Ditto ADC-100C T400PM2 Up to 100kW 1 19 Submerged Pump GNOM Type 20-100m3/h 10

Pump + generator 200m3/hr 1 20 Ditto 500m3/hr 1

21 Detecting Machine FM5860 XT 2 22 Leakage Detecting Machine 6 DKL 1506 2 23 Potable Ultrasonic Water Meter UDM 100 8 24 Flow Meter gravity and canals V�LET RCL D300-800 2 25 Mobile Laboratory ETL-35 Truck Base 1 26 Water Meter Testing Factory UPC Ж400/400V D15-400mm 1 27 Passenger Bus PAZ 3205 2 28 Truck Crane AGP 22.04 Boom length up to 22m 1 29 Maintenance and Repair Center 1 30 Laboratory for Pipe Teleinspection SEBA 1 31 Horizontal Boring Machine UGB-3A Robbins HDD D=0-600mm 1 32 Trenchless Pipe Layer - D=50-600mm 1


Summary

3-94

33 Groundwater Level Reduction Unit Up to 15 m 2 34 Earth Boring Machine Base GAZ 330 B 1 35 Polyethylene Pipe Welder GPY 90/315 D=90-315mm 2 36 Monitoring and Communication Equipment 1

Equipment for the Workshop for Maintenance and Repair of the Pump Equipment and Valves 37 Vertical Turning Lathe M-1532 1 38 Horizontal-milling Lathe M-6T82G 1 39 Vertical-milling Lathe M-6T13 1 40 Hydraulic Press M-P6330 P-200-599bar 1 41 Vertical-drilling Lathe M-2S132 3 42 Tool-grinding Desk Machine M-3L631 5 43 Screw-cutting Lathe M-16VT20P.02 4 44 Screw-cutting Lathe M-1M63N 3 45 Slotting Machine M-7402 2 46 Jig saw M-8725 2 47 Guillotine Crank Shears M-NG-13 2

(2) Instruments for Laboratory

A new laboratory will be constructed at the water treatment plant, while the existing laboratory

will be improved at the sewage treatment plant. In this regard, current practice and situation of

laboratories, such as analysis items including future planning, analysis methods and existing

and necessary analysis instruments were examined.

1) Laboratory at Water Treatment Plant

Sufficient number of skilled analysts must be assigned to the laboratory and adequate

instruments and materials must be procured to meet target water indices to be analyzed.

The existing laboratory can cover almost all water quality indices required by SNiP excluding

three items, which are analyzed by a different laboratory on a contract basis. Most of these

instruments were purchased 10 to 15 years ago and some of them have already been

deteriorated and therefore they should be replaced at this opportunity. Instruments for the new

laboratory are proposed based on the proposal by laboratory staff members.

2) Laboratory at Sewage Treatment plant

At laboratory in sewage treatment plant, quality analysis of raw sewage, treated sewage and

Taldy-Kol reservoir water is currently conducted. Most of existing instruments were

purchased 20 years ago, therefore they should be replaced in this opportunity of new

construction of laboratory.

Based on the proposal by laboratory staffs, instruments for the new laboratory were decided.


Summary

3-95

3.7 Operation and Maintenance Program

3.7.1 Present Operation and Maintenance System

(1) Operation and Maintenance for Water Supply System

1) Water Supply System

The schematic drawing of Astana water supply system consisting of two components;

drinking water system and technical water system is shown in Figure 3.7.1.

Figure 3.7.1 Water Supply System in Astana City

Every housings and entities are served by distributed water. Water tariff is calculated based

on consumed water amount measured by individual water meter, while fixed rate based on

assumed water consumption is charged to consumers without individual water meter. In

case of bulk meter installed in distribution main supplying water to apartment buildings, tariff

is distributed based on the number of family member.

The relation between several water amount classifications is shown as;

“Q1=Q2+q1=Q3+q1+q2”,

where; Q1: Intake water amount

51km Distribution Pipe Distribution Reservior

Transmission Pipe

Vyacheslavsky Intake Water Treatment PlantWater Treatment Facility

Water Distribution Pump Station

HouseFlow meter

Distribution Pipe

9km Flow Meter

Astana City FactoriesIshim River Intake Water Treatment Plant

L: Water LevelF: Water FlowP: Water Pressure

FFF

L

L P

ASTANA CITY

FFL

L P

System of Drinking Water Distribtuition

System of Technical Water Distribution


Summary

3-96

Q2: Distributed water amount

Q3: Revenue earning water amount

Currently, the rate of Q2/Q1 is assumed 0.95-0.93 and Q3/Q2 is estimated around 0.7.

Raw technical water taken from the Ishim River is not treated and flows into the distribution

reservoir at WTP. Then, it is distributed to factories in Astana City.

2) Staff Assignment

The shifting of working groups (4 teams) is practiced, a team works for 12 hours a day and a

day-off next day. Overall total staff for the Vyacheslavsky intake and WTP are 15 and 84,

respectively. While, staff for transmission and distribution network assigned at ASA central

office are presently 308 persons. They work for both of water supply and sewerage system.

3) Present Operation and Maintenance Status

i) Quantitative control

The quantitative control of drinking water is practiced as follows:

- Transmission water amount is decided by the shift-working engineer at WTP

- When operators of intake P/S receives the instruction from the engineer, they control water

amount by changing operating pump unit number and control the valve opening ratio.

- Total flow control at WTP is not executed, however, control of each basin is conducted,

especially in rapid sand filters.

- Chlorine is injected into the treated water.

- The water pressure in distribution network is controlled by controlling the number of

pump units on-duty. The water pressure ranges from 5.0 to 5.5 kg/cm2 and distributed

water amount fluctuates from 120,000 m3/day to 160,000 m3/day.

ii) Qualitative control

According to SNiP, water quality indices sampling points and frequency are determined.

There are four cases in grouping of water quality indices.

The water quality analysis in Astana City has been soundly practiced, however the results of

analysis must be reflected to the operation of WTP.

In WTP, quality control is basically performed by the control of coagulant and chlorine

dosing rates. At present, the Jar Test is not conducted and injection rates are decided based

on site visual observation of flocculation situation and past practices.

iii) Maintenance and repair work


Summary

3-97

Deteriorated structures and malfunctioning equipment shall be repaired or replaced.

Potential targets for structures and equipment are identified. Many staff is assigned for

maintenance and repair work.

4) Power and Chemical Consumption

i) Power consumption

In electric power consumption, the Vyacheslavsky intake P/S occupied 44% of total electricity,

while WTP is 37%. These two facilities consumed almost 80 % of the total electricity

required for the whole water supply system.

ii) Chemical consumption

Chemicals used are alum, polymer as coagulant and chlorine as disinfection agent. The

average alum dozing rate (common rate ranges from 20 to 40mg/L) is very low, while that of

chlorine is relatively high.

5) Key Issues on Present Status

• Difficulty in volumetric control for transmission water at Vyacheslavsky intake P/S

• Proper determination of coagulant dosing rate

• Deteriorated facilities

• Low efficiency of existing facilities

(2) Operation and Maintenance for Sewerage System

1) Sewerage System

Figure 3.7.2 shows the schematic drawing of Astana sewerage system.

Pump Station

P

P P

P

P P

P

Astana City Sewage Treatment Plant

Taldy Kol Reservoir

Figure 3.7.2 Sewerage System of Astana City

Since Astana City has flat terrain, intermediate pump stations to lift up sewage are necessary

to avoid deep sewer pipe installation. Total number of pump stations is 37 as of 2003.

Sewage is treated in the sewage treatment plant by conventional activated process. The

effluent is discharged to the Taldy Kol Reservoir without disinfection. Generated sludge at

STP is disposed within the STP premises.


Summary

3-98

2) Staff Assignment

The number of staff assigned to the STP is 90 persons including those for administrative,

engineering and laboratory work. There are 4 teams for shifting work. A total of 278

persons is assigned at the ASA central office, 108 staff of that are assigned for the

maintenance work.

3) Present Operation and Maintenance Status


Sewage flow rate in 2001 was about 100,000m3/d, but it increased to more than 120,000m3/d

during Spring affected by melted snow.


Quality control of STP is carried out by as follows:

• Regulation of air volume (aeration tank)

• Regulation of return sludge rate (aeration tank)

• Control feeding sewage amount for each treatment basin

For sewage quality analysis, samples are taken from nine points within the plant and Taldy

Kol reservoir. Sampling frequency and indices are established.


Necessary operation and maintenance work for the sewerage system are identified.

Structures and equipment for the rehabilitation are also studied.

4) Power Consumption

The average power consumption per treated water was 0.5 kW/m3, which is much larger than

the value of 0.3 to 0.4 kWh/m3 for the typical sewage treatment plant, due to presence of

discharge pump, high return sludge rate (100%) and low efficiency of blower.

5) Key issues of Present Status

• Low efficiency and deterioration of intermediate pump stations

• Increasing of incoming sewage in spring

• Deterioration of STP facilities

• High power consumption

• Absence of monitoring and control

• Odor problem generated by sludge thickeners and drying beds


Summary

3-99

3.7.2 Operations and Maintenance System after the Project Completion

(1) Operation and Maintenance of Water Supply System

1) Improved Water Supply System

The improved water supply system after completion of the project is shown in Figure 3.7.3.

As water meters will be installed by the project for most of all consumers, water tariff will be

collected based on their water consumption. Therefore, ASA must establish the system for

meter reading, tariff correction, meter checking and adjusting.

2) Rcommendation of Staff Assignment

When the new plant is commissioned, a total of 15 and 30 staff are recommended for

Vyacheslavsky Intake P/S and new units of WTP, respectively. Present assigned staff for

administration, laboratory, repair and others will not be increased but they must work for the

existing and new plant. Water meter maintenance team shall be formulated and staff

assignment is recommended to be 12 persons.

3) Operation and Maintenance Methods


The engineer assigned in the new central monitoring room determines the intake water

amount. The intake water amount shall be instructed to the intake P/S to control the pump

discharge volume. The distribution water pressure will be controlled at 5 kg/cm2 in

daytime and 4 kg/cm2 in nighttime. For this pressure control, number control of pumps

on-duty and motor speed control of one pump are introduced.


Quality control can be achieved by the present practices. However, a coagulant injection

rate shall be determined based on the results of the jar test.


O&M work items will be almost the same as proposed for the existing WTP. However,

since new facilities, such as sludge treatment facility and water meters, will be

constructed/installed through this project, additional O&M items will be needed.

4) Power and Material Consumption

Power consumption attributable to pump units at Vyacheslavsky Intake P/S will be reduced up

to 0.87 T/m3. While, coagulant requirements will increase up to 0.23 T/m3.

Detailed D



Summ

ary

3-100

Vyacheslasky Intake PS

Al2(SO4)3 *1 *2

Floculation Basin Chlorine

D-1400 LI Distribution Pump House PI

D-1000 Washed for Drinking Water Distribution Pump

Sedimented *1 Drainage

Industrial Distribution Pump

Sludge *2 Ishim Intake PS from 1 time/year

FI Ishim Intake D-1,000mm x 2 PI

Sludge Thickener for Industrial Water Sludge Cake Washing Drainage Basin

Sludge Drying Bed

Ishim RiverNo.7 PS

Note: FI; Flow Indicator PI; Pressure Indicator LI; Water Level Indicator

Figure 3.7.3 Improved Water Supply System in Astana

Sedimentation Basin

Sand Filter

Service Reservoir

Service Reservoir 20,000m3x

Chlorinator

City (Central City and Eastern District)City (Central City and Eastern District)City (Central City and Eastern District)City (Central City and Eastern District)

Existing WTPExisting WTPExisting WTPExisting WTP

Industries Industries Industries Industries City (Western District)City (Western District)City (Western District)City (Western District)

FI

FI

FI

FI FI

Flow Control

LI

20,000m3x3

Detailed Design Study on Water Supply and Sewerage System for Astana City

Summary

3-101

(2) Operation and Maintenance for Sewerage System

1) Rehabilitated Sewerage System

The study on O & M is carried out only for the STP. The rehabilitated STP system after the

completion of the project is shown in Figure 3.7.4.

Major wok is categorized as follows:

i) Replacement of equipment

ii) New construction

iii) System improvement

• Installation of central monitoring panel in monitoring room

• Grit chamber

• Construction of additional sludge collectors

• Replacement of blowers

• Installation of cover for sludge thickener

• Installation of mechanical thickener and dewatering units

2) Staff Assignment

Operation status of equipment and major sewage flows will be monitored at the monitoring

room located in the sludge treatment building. Some present staff members can be reduced

and be converted to the mechanical sludge treatment process.

3) Recommendation on Operation and Maintenance

i) Control of STP

Operators can monitor the flows and failure of equipment. However, each assigned facility

operator must patrol facilities periodically for safety.

ii) Control of Sludge Treatment Facility

Schematic flow of mechanical thickeners and sludge dewatering units is illustrated in shown in

Figure 3.7.5. Since control of mechanical thickening and dewatering are relatively

complicated, observation and adjustment of sludge treatment process shall be made as

required.

iii) Operation, maintenance and repair work

Contents of operation, maintenance and repair work will not change even after the project

completion.

Detailed Design Study on Water Supply and Sewerage System for Astana City

Summary

3-103

4) Power and Chemical Consumption

The increased power consumption by the newly employed sludge treatment process is

assumed to be equivalent to the expected power consumption reduction by improvement of

efficiency of new blowers. Present annual coal consumption is 6,200 ton/year. This

consumption of coal will not change after the completion of the project.

The calculated cost of polymer is almost equivalent to electricity cost, 1.89 KZT/m3. This

calculation result implies that there will be a high possibility of doubling the direct treatment

cost of sewage after introduction of the mechanical sludge dewatering process. Therefore,

utmost effort to find out the polymer with less unit cost shall be made to lessen the treatment

cost.

Figure 3.7.5 Sludge Treatment System

Gravity Thickener

Dewatering Unit

Polymer Feeding Water

Mechanical Thickener

Belt Conveyor

Sludge Treatment Building

To Grit Chamber

Waste Sludge Tank

Waste Sludge

Digested Sludge Tank

Primary Sludge

Thickened Sludge Tank

Waste Water Tank Polymer Injection Tank

Digester

20% Sludge

0.5% Sludge

5% Sludge

5% Sludge

3% Sludge

Hopper House

FI FIR FIR

FIR

Hopper


3-104

3.8 Project Cost

3.8.1 Conditions and Assumptions for Cost Estimates

(1) Project Execution Manner

The construction work will be executed on a contract base. The contractor selected through

ICB will provide the construction equipment, materials and labor required for the Project,

together with procurement of equipment. The selected consultants shall undertake the

construction supervisory service throughout the project implementation period.

(2) Cost Estimation Method

As for Civil/Architectural works, cost estimates were prepared following to the Kazakhstan

manner as stipulated on SNiP Norm of 4.02-91 and 4.05-91, applying computer program

authorized by the Construction Committee of Kazakhstan Government. The outline of this

cost estimation program is as follows:

!"The cost for Civil/Architectural works was calculated facility wise, namely Water Intake,

Water Treatment Plant, Distribution Network, Sewage Treatment Plant, Sewer Network,

and Intermediate Sewage Pump Stations.

!"The base cost was estimated based on the base cost in the year 1991 according to the

Standard Design of each facility prepared by the Ministry of Construction of former

USSR in 1984.

!"Calculated base cost was inflated to convert it into the present price level by adding the

additional costs accounting the price increase in construction materials, wages and

transportation.

!"While Mechanical/Electrical Works, the equipment and installation costs were estimated

by the quotations obtained from European and Japanese manufacturers. Then the total

cost was calculated by combining the cost estimates for above major works.

!"Total direct cost was calculated by adding the cost for said Mechanical/Electrical Works

to the cost for Civil/Architectural Works.

Cost estimates derived based on the prices taking account of participation of foreign

contractors and Bill of Quantities to be used for ICB is almost on the same level of

afore-mentioned cost estimates.


3-105

3.8.2 Cost Estimation

The project cost consists of direct construction cost and indirect cost. Table 3.8.1 shows

assumption basis for the components of indirect cost.

Table 3.8.1 Assumptions on Indirect Cost

No. Indirect Cost Calculation

1 Land Acquisition Cost Not accounted *

2 Administrative Cost 2% of the direct cost (DC) including contingencies

3 Engineering Services** from Loan Agreement with JBIC

4 Physical Contingency (2+5) x 10%

5 Price Contingency 2.2% p.a. to F/C and L/C of DC

6 Import Tax 10% to imported materials and equipment

7 V.A.T. (DCC+2+3+5+6) x 16%

*) The Kazakhstan Government will provide the needed land.

**) Physical and Price Contingencies are also subject to Engineering Services.

The result of cost estimate in this Detailed Design is shown in Table 3.8.2. Expected

disbursement schedule is presented in Table 3.8.3.


3-106

Table 3.8.2 Summary of Project Cost

Code Cost Item Project Cost (x1,000 US$)

Equivalent (x1,000 KZT)

I Direct Construction Cost

100

101

102

103

104

105

Water Supply

Water Intake

Raw Water Trans. Pipeline

Water Treatment Plant

Distribution Network

Installation of Flow Meter

Subtotal of 101 to 105

16,013

-

34,290

39,742

6,368

96,413

2,361,393

-

5,056,746

5,860,694

939,118

14,217,951

150

151

152

Sewerage

Sewage Treatment Plant

Sewer Network


49,111

15,086

64,198

7,242,458

2,224,762

9,467,220

200 Operation and Maintenance Equipment 4,833 712,782

Total of Direct Construction Cost 165,444 24,397,953#

II Indirect Cost

301

302

303

304

305

306

307

Land Acquisition Cost

Administrative Cost

Engineering Services*

Physical Contingency

Price Contingency

Import TAX

V.A.T.


-

4,243

13,632

18,049

15,042

9,430

33,878

94,274

-

626,763

2,010,370

2,661,616

2,218,205

1,391,595

4,995,993

13,902,542

Total Project Cost 259,717 38,300,495

Note) #: The cost estimated in Kazakhstan manner assessed and revised by the State Appraisal Organization was Tenge 24,044,350 thousand (98.6% of above estimates).

*: Including contingencies

**: Due to rounding, total is different to sum of each item.

Costs by facility are based on BOQ and unit cost investigated.

Exchange Rate: US$ 1= KZT 147.47= JPY116.60


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3.9 Implementation Plan

3.9.1 Implementation Schedule

(1) Pre-construction Stage

After completion of detailed design of facilities, Kazakhstan side will select consultants for

construction supervision in 2003. The schedule for pre-qualification and tendering was

planned as follows:

・ Pre-Qualification: approximately four (4) months

・ Tendering: approximately seven (7) months

Therefore, it is expected to award the construction contract in the forth quarter of the year

2004. The implementation schedule is tentatively planned as shown in Figure 3.9.1.

(2) Construction Stage

The project entails many component works. Procurement and construction periods depend

on the scope of the work for respective components. The construction schedule for each

component is presented in Figure 3.9.1. Construction work for civil structures and buildings

is affected by the weather condition. As shown in the figure, total construction period

including test operation period is estimated at 42 months to complete the Project by the

middle of year 2008.

3.9.2 Construction Work Plan

(1) Construction Items

Facilities to be constructed through this project and their locations are shown in Table 3.9.1

Table 3.9.1 Target Facilities and their Locations

Category Facilities Location Vyacheslavsky Intake P/S Vyacheslavsky Reservoir WTP WTP site in Astana City Distribution Pipeline Distributed in Astana City

Water Supply

Water Meters Distributed in Astana City Sewer Distributed in Astana City Pump Stations Distributed in Astana City Sewerage STP STP site in Astana City

Civil and architectural structures and mechanical and electrical equipment to be constructed/improved/installed are shown in Table 3.9.2.


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Table 3.9.2 Structures and Equipment

Category Facilities Structures, Buildings Major Equipment

Intake pumping station Pumps, Electrical equipment, Traveling hoist, Antenna tower

Admin. house (superstructure of tower) Access road Pipes, Flow control valve Guard house Surge control house Air vessels Substation Power receiving and transforming equip.

Vyacheslavsky Intake P/S

Fence Distribution Chamber Weirs, Flow meters, Control valves Receiving well Rapid mixing chamber Flocculation basin Sedimentation basin Sludge collector Rapid sand filter Filtering and backwashing equipment Chlorination basin Chemical room Coagulant dosing equipment Chlorination room Chlorinator Washing drain basin Pumps Sludge thickener Sludge collector, Pumps Discharge pool Pumps Sludge drying bed Filtering material Distribution P/S Pumps, Cranes

Administration building Electrical power and monitoring equipment, Laboratory, Antenna tower

Substation Power receiving and transforming equip. Guard house ITV

WTP

Gate and Fence Distribution pipes Pipes Pipes and valves

Water Supply

Meters Meters Meters, strainers, valves and pipes Influent Pipe Pipes Influent pump station Gates, Fine screen, Pumps, Crane Grit chamber Mixers, Gates, Sand pumps, Grit collector Primary sediment. tank Sludge collectors, Sludge pumps Blower house* Blowers Secondary sediment. tank Sludge collectors Discharge pump station Gates, Pumps, Crane Return sludge pump house Sludge pumps Gravity thickener* Sludge collectors, GRP dome, Sludge pumps Digester Mixer, Pumps, Heater Boiler house* Boilers

Sludge treatment building

Mixers, Sludge and water feeding pumps, Polymer feeding equipment, Mechanical thickeners, Sludge dewatering units, Conveyors, Deodoring scrubber, Cranes, Power distribution and control units, Monitoring system

Hopper house Hoppers

STP

Electrical house Power distribution and control unit for digester Sewer Pipes Pipes

Sewerage

Intermediate P/S P/S structure* Pumps

Note: *Partial improvement


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(2) Conditions to be Considered for Construction Work and Required Measures

Problem areas during construction of facilities are those related to cold weather as follows:

・ Excavation work for frozen soil ・ Concrete work ・ Outdoor work

Excavation work, concrete work and outdoor work is difficult during mid-winter from

December to February.


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3.10 Environmental Impact Assessment (EIA) and Environmental Protection Plan

Based on the results of initial environmental examination (IEE) carried out in the stage of

Basic Design (B/D), this environmental impact assessment (EIA) study is conducted.

Assessment items are selected in accordance with the instruction on the EIA in Kazakhstan

(RND 03.02.01-93), JICA environmental guidelines and Japan Bank for International

Cooperation (JBIC) environmental guidelines. The survey results are summarized in Table

3.10.1.

Table 3.10.1 Summary of the EIA Survey Results

Survey Item Place Survey Results

Construction Stage Air Pollution (dust)

WTP, Water Distribution Networks and Sewers

At present, total suspended particulate matter (TSP) in the air is detected to be 1.87 mg/m3, which has exceeded the Kazakhstan standards. During the construction period of WTP, water distribution pipelines and sewers, the operation of construction machinery and earthwork may generate dust. In this EIA study, some properly countermeasures (such as water spraying and covering of trucks and soil etc.) are recommended to mitigate the negative impact. These countermeasures also are specified in bidding documents to require contractor to minimize environmental impacts.

Water Pollution

Intake The survey results reveal that the turbidity of raw water has a low level (7 to 10 NTU). The construction works of intake tower and access road may result in the increase of turbidity in the water area near existing intake tower. Therefore, it is recommended to apply properly excavation method to minimize turbid water, to install turbid water preventing fence, and to set a water quality monitoring system. The impact of construction works on the existing intake facilities will not significant if these recommended countermeasures are taken.

Noise WTP In close vicinity to WTP, there is a hospital named as Mental Asylum, where the existing noise level is monitored to be 49 dB (A). During the construction period of proposed WTP, the noise levels in Mental Asylum are estimated to be 52 dB (A) to 69 dB (A), which have exceeded Kazakhstan noise standard to a certain extent. Therefore, following countermeasures are proposed to mitigate the impact: 1) Prior notification of the construction plan; 2) Application of reasonable construction schedule and methods; 3) Limitation of construction equipment operation time; and 4) Noise levels monitoring system. The impact of noise generated by WTP construction work on vicinity area is considered to be temporary and acceptable, taking into account the fact that the countermeasures mentioned above will be taken by contractor, and WTP construction works will be completed within several months.


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Water Distribution Networks and Sewers

There are some hospitals and schools located along the route of proposed water distribution pipelines and sewers, where existing noise levels rang from 44 to 74 dB (A). However, the results of noise survey and simulation indicate that the noise levels at selected points are estimated to be 54 dB (A) to 87 dB(A), which has exceed Kazakhstan noise standards to a certain extent. Therefore, following countermeasures are proposed to mitigate the impact: 1) Prior notification of the construction plan; 2) Application of reasonable construction schedule and methods; 3) Limitation of the speed of vehicles, environmental education for

workers; and 4) Limitation of construction equipment operation time etc. Consequently, the impact of noise generated by construction works on hospitals, schools and residential area will be within an acceptable range, considering the fact that some reasonable countermeasures will be taken by contractor and the impact period will be very short (within one week).

Public Traffic Interference

Water Distribution Networks and Sewers

The survey results show that the traffic flow at main road, where some sections of water distribution pipelines and sewers are planed to cross, are more than 1,000 vehicles/hr. Installation of the water distribution pipelines and sewers may create interference to road traffic. For mitigating these negative impacts, following countermeasures are recommended in this EIA study: 1) Prior notification of the construction plan. 2) Application of reasonable construction schedule and methods. 3) Selection of reasonable construction time. (Saturday and

Sunday) 4) Excavation by half-span of the road. 5) Preparation of a detailed plan for traffic control.

Operation Stage Air Pollution (odor)

STP The survey results indicate that the offensive odors generated from sludge drying beds of existing STP have a relatively high level even at the location of 1,500 m downwind. However, with the implementation of proposed STP, the impact of odor on surrounding areas will be mitigated considerably, because a mechanical dewatering system will be installed to replace sludge-drying beds.

Water Pollution

Vyacheslavsky Reservoir

The concentrations of T-N (0.66 to 1.71 mg/l) and T-P (0.025 to 0.028 mg/l) in the reservoir show a relatively high level comparing with the surface water standards in Japan. Moreover, toxic algae (Microcystis etc.) have been detected to a certain extent, which indicates that the eutrophication in Vyacheslavsky Reservoir has a relatively high level. Therefore, a special attention should be paid to eutrophication problem. In this EIA study, following countermeasures are recommended to minimize this problem: 1) To conduct a synthetic and detailed survey on pollution sources,

inflow pollution load and water quality in the reservoir; 2) To set a buffer zone where livestock farming will be not

allowed; 3) To enhance environmental education for residents; 4) Application of copper sulfate when excessive growth of algae

occurs, if necessary;


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5) Construction of wastewater treatment facilities and direct purification facilities to treat the water of inflow-rivers and the reservoir; and

6) Water and sediment quality monitoring system etc.

Existing Landfill Site

The survey results show that the groundwater around existing landfill site has been polluted to some extent. The disposal of dried sludge from WTP at the existing landfill site is not desired. However, a new solid waste landfill site with leachate collection and treatment system is now under construction, and will be put into operation in 2004. Therefore, disposing the dried sludge from WTP at the new landfill site will not generate significant impact on the groundwater quality.

Soil Pollution

WTP (sludge) The survey results indicate that the concentrations of heavy metals in the sludge from WTP are at a very low level comparing with EU standard on sludge. Therefore, it is recommended to reuse dried sludge from WTP for agricultural purpose or as raw materials of cement and brick. In addition, no significant impacts are expected if dried sludge from WTP is disposed at the new landfill site, before the reuse plan is implemented.

STP (sludge) The disposal of the dried sludge from STP at existing landfill is not allowed currently. However, the results of survey on dried sludge from STP drying-beds show that the concentrations of heavy metals are under EU standards. In this EIA study, it is recommended to reuse the sludge for agricultural purpose, considering lower levels of heavy metals, rich with nitrogen (N) and phosphorus (P), and transportation costs.

Soil in Agricultural Land

The survey results reveal that the concentrations of heavy metals in the soil of agricultural land are at a very low level comparing with EU standards on soil, which create a possibility of receiving the sludge from STP or WTP. Based on EU standards on sludge reuse, applicable quantity quality of the dewatered sludge is estimated to be 268 m3/ha/year, and a total area of 100 ha will be necessary for a period of ten years. Furthermore, the concentrations of heavy metals in the soil will be within EU standards on soil even after an application of 10 years.


Summary

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3.11 FINANCIAL AND ACCOUNTING FOR ASA

The conducted Financial/Accounting study was based on findings and recommendations of

the previous JICA studies, as well as on analysis of the current situation. The purpose of this

study was to support on-going improvements in ASA through discussions, monitoring and a

seminar, as well as to provide recommendations for further medium-term improvements.

3.11.1 Project Finance

A number of decisions regarding the Project financing were finally made during the study.

Thus, a Loan Agreement between JBIC and the Government of the Republic of Kazakhstan to

support the Project totaling JPY 21,361 million was signed on July 8, 2003.

The Loan Agreement was signed by the Kazakhstan side based on Decision 228 of the

Government of the RK dated March 7, 2003. Unlike the assumption of the previous JICA

studies that ASA should be responsible, this Decision stipulated that the Loan would be re-

paid from the funds of the Republican Budget of the RK. The Government of the RK decided

also that the Akimat should provide funds for the Project’s co-financing in the City Budget

and fulfill the function of the Executing Agency for the Project.

3.11.2 Current Financial Situation in ASA

ASA has a legal status of a state self-supporting enterprise; however, it is still in the process

of transition to the self-supporting system.

ASA’s financial situation, in general, has remained difficult. The present tariffs are not

sufficient for full recovery of costs and thus ASA is not able to generate appropriate income

from operations. Only owing to the non-tariff sources of revenue, such as subsidies from the

Akimat until 2001 and income from construction activities since 2002, ASA has been able to

recover all O&M costs.

The present financial capacity of ASA remains very limited, well below the funding

requirements for necessary investments in the water supply and sewerage system in the City.

3.11.3 Achievement Status to the Recommendations by the Previous Studies for Improvement

of Water Tariffs

Installation of water meters recommended earlier by JICA is a component of the Project. The

previous studies recommended also adopting a number of changes to the present tariff system,

such as introducing of progressive tariffs, basic water charges, connection fees, and different


Summary

3-117

tariffs for domestic and industrial/commercial use. Finally, it was recommended to increase

the tariffs up to 4 times in order to provide the recovery of the Project’s cost.

However, being a natural monopoly enterprise, ASA is legally obliged to follow the tariff

policy and procedures adopted in the RK. Such tariff policy is developed by the

Antimonopoly Agency of the RK, and thus only this Agency has enough authority to consider

the recommendations of JICA for applying them to all water supply and sewerage systems.

The Antimonopoly Agency of the RK has officially expressed its opinion on the previous

JICA recommendations. In their view, (a) the tariffs for water supply and sewerage services

in Astana must be calculated in accordance with the legislation of the RK and with the

approved methodologies and (b) the level of tariffs of ASA will change within the limits

determined by the Indicative Plan of Development of the RK.

In this situation, the Government of the RK and the Akimat of Astana have taken the

Decision to shoulder all capital costs for the Project.

3.11.4 Achievement Status to the Recommendations by the Previous Studies for Management

and Organization Improvement in ASA

The previous JICA studies recommended ASA to implement a number of measures aimed at

management and organization improvements, such as to create customers data base, develop

procedures for management of debtors, write-off bad debts, diversify revenue sources,

establish new branch offices, improve customers awareness and management accountability,

use managerial map, improve the bookkeeping system, promote target reaching management,

improve development and motivation of staff, implement cost saving measures, etc. A Short-

Term Action Plan was proposed at an early stage of the study in order to assist the

management of ASA to cope with the outstanding recommendations.

As the result of work of the management of ASA, the majority of the recommended measures

have already been implemented or they are currently in the process of being implemented.

The tasks and their priorities have therefore changed since the previous studies. The main

controlling factors for further improvements are the lack of funds and restrictions imposed by

the existing legislation; however, the Project’s execution and those financial arrangements,

which were made for the Project’s financing, will widen possibilities for future improvements.

3.11.5 Proposed Medium-Term Financial & Accounting Improvement Program for ASA

The objective of the proposed Medium-Term Financial & Accounting Improvement Program

for ASA is to provide guidelines for ASA aimed at the staged establishing of the self-


Summary

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supporting system through the future. The Financial Program covers the period starting from the 2003 through to 2008. The Financial Program was prepared based on analysis of the present financial status of ASA, as well as the legal environment in the RK. As the result of implementation of the Financial Program, ASA should be able to recover all O&M costs.

The proposed Financial Program covers improvements in the such areas as: (i) consumption metering, (ii) commercial operations system, (iii) accounting system, (iv) tariff policy, (v) non-tariff revenue, (vi) costs reduction and operation management improvement, (vii) human resources management, (viii) strengthening institutional capacity, and (ix) social safety net development. A number of Financial Performance Indicators have been recommended to the management of ASA to benchmark the progress of the Financial Program through to the year 2008. Draft TOR for Construction Supervision Consultants for the assistance to ASA and Akimat is also attached.

3.11.6 Long-Term Financial Scenarios for ASA

Different longer-term financial development scenarios could be drawn for ASA, based on the assumption that the measures proposed in the Financial Program will be realized by 2008 and that, as the result, ASA will get over the break-even point by that time. Meanwhile, the Project is also planned to be completed in 2008. However, any long-term financial forecasting is complicated by multiple uncertainties associated mainly with the average level of tariffs.

Having considered several hypothetical cases, such as “Dependent to Others”, “Financial Collapse”, Drastic Self-Support”, and “Extended Self-Support”, a more realistic Scenario for ASA’s long-term development is recommended. As the first and possible step to establish the self-financing system, ASA is suggested to replace at least the Project’s mechanical and electrical equipment when it becomes worn out.

Under the recommended Scenario, depending on the set targets, from 30% to 100% of the cost of Project’s mechanical and electrical equipment could be recovered through water charges within 15 years starting from the year 2008. Completion of the Project, realization of the Financial Program, increase of volumes of the water sold, adequate adjustment of tariffs, reduction of unit consumption of electricity and chemicals, keeping labor and General & Administration costs stable in real terms, along with other measures, is required to achieve the targets. For instance, under these assumptions, increasing of water tariffs annually for 15 consecutive years by 1.3% in real terms could provide recovery of 50% of the cost of this equipment. However, selection and development of the actual long-term financial strategy for ASA remains a prerogative of the authorities of the RK.

CHAPTER 4 COMPREHENSIVE EVALUATION OF THE PROJECT


4-1

CHAPTER 4 COMPREHENSIVE EVALUATION OF THE PROJECT

Comprehensive evaluation of the Project, as JBIC loan project, is made in view of economic,

technical, social and environmental aspects.

(1) Economic Evaluation

In order to assess the economic viability of the project, the EIRR calculation made in the F/S

Report has been updated.

Economic benefits, which are used for the EIRR calculation, are assessed by means of

comparative analysis of the “with project” and “without project” cases.

The values of the economic benefits are assumed to remain the same as provided in the F/S

Report because neither the economic situation, nor the scope of the project have materially

changed since the F/S. These economic benefits, together with economic costs, were used

for the EIRR calculation.

If not quantified economic benefits are included in the EIRR calculation, the EIRR will be

higher. The following not quantified economic benefits are worth mentioning: health

benefits, amenity benefits, and agricultural benefits.

Similar to the F/S, the Project’s capital costs have been converted into economic costs by

eliminating customs duties, VAT and price contingency reserves. The total economic costs

are calculated to be USD 175.32 million (compared to USD 224.9 million in the F/S Report).

The difference is caused by the estimated overall cost required in F/S and D/D stages.

The updated EIRR for the Project has resulted in 18.8 % (15.7% in the F/S Report), which

prove it economically feasible. The increase of the EIRR is caused by the reduced economic

costs.

In addition, water and sewerage services are provided for basic human needs. Furthermore,

water and sewerage service is the basis for other industries; it is indispensable for

development of the City of Astana, which would be impossible without adequate

rehabilitation and expansion of the water & sewerage facilities.

(2) Technical Evaluation

The project for expansion and rehabilitation of water supply and sewerage systems was

designed to suite for the locality and along with international practices as much extent as

possible.


4-2

1) Construction of relevant facilities

Since the project is expansion and rehabilitation of existing facilities, the grade of new

facilities was referred to the existing ones, construction technology of which is familiar

with common constructors.

2) Operation and maintenance of the relevant facilities

The facility design was made in consideration of current practices in operation and

maintenance of existing facilities. O&M of facilities will be undertaken in full use of

the experiences accumulated by ASA staff.

(3) Social Impact

The project is designed to meet the need of water demand for the year 2010. The project

also contributes to the saving of limited water sources.

(4) Environmental Impact

Environmental influences caused by the project in water supply and sewerage components

were studies through EIA. There is no serious impact caused by the projected. Among

nuisances, some countermeasures are recommended to mitigate influences to the nature and

people.

As a result of comprehensive evaluation of the project, it is concluded that the project is

justifiable to implement through the assistance of JBIC loan. However, there are some

requirements to be undertaken by concerned parties.


4-3

(Unit: Million USD)

YearEconomicbenefits (1)

Economiccosts (2)

Neteconomicbenefits

O&M costs"withoutproject"

Less: O&Mcosts "with

project"

Costs forWTP

expansion"withoutproject"

Cost ofpurchasing

water"withoutproject"

Opportun.cost of labor

"withoutproject"

Cost ofseweragetreatment"withoutproject"

Less: Costsof meters &connection

"withproject"

Totaleconomicbenefits (3)

1 2 3 4 5 6 7 8 9 10 11 122003 -1.21 -1.212004 -24.66 -24.662005 -34.60 -34.602006 -51.45 -51.452007 -48.11 -48.112008 52.79 -15.29 37.50 7.77 3.98 42.71 8.57 2.28 52.792009 12.58 12.58 7.96 4.02 2.25 8.67 2.28 12.582010 21.58 21.58 8.48 4.20 10.81 8.77 2.28 21.582011 18.56 18.56 8.87 4.32 7.03 9.26 2.28 18.562012 19.50 19.50 9.29 4.45 7.36 9.58 2.28 19.502013 20.50 20.50 9.74 4.58 7.70 9.92 2.28 20.502014 13.96 13.96 9.91 4.59 0.65 10.27 2.28 13.962015 13.66 13.66 7.73 3.62 10.29 0.74 13.662016 11.20 11.20 7.84 3.62 7.72 0.74 11.202017 11.33 11.33 7.97 3.62 7.72 0.74 11.332018 11.46 11.46 8.10 3.62 7.72 0.74 11.462019 11.59 11.59 8.23 3.62 7.72 0.74 11.592020 11.72 11.72 8.36 3.62 7.72 0.74 11.722021 326.54 326.54 2.65 84.39 86.10 159.44 0.74 326.542022 167.10 167.10 2.65 84.39 86.10 0.74 167.102023 167.10 167.10 2.65 84.39 86.10 0.74 167.102024 167.10 167.10 2.65 84.39 86.10 0.74 167.102025 167.10 167.10 2.65 84.39 86.10 0.74 167.102026 167.10 167.10 2.65 84.39 86.10 0.74 167.102027 167.10 167.10 2.65 84.39 86.10 0.74 167.102028 167.10 167.10 2.65 84.39 86.10 0.74 167.102029 167.10 167.10 2.65 84.39 86.10 0.74 167.102030 167.10 167.10 2.65 84.39 86.10 0.74 167.102031 167.10 167.10 2.65 84.39 86.10 0.74 167.102032 167.10 167.10 2.65 84.39 86.10 0.74 167.102033 167.10 167.10 2.65 84.39 86.10 0.74 167.102034 167.10 167.10 2.65 84.39 86.10 0.74 167.102035 167.10 167.10 2.65 84.39 86.10 0.74 167.102036 167.10 167.10 2.65 84.39 86.10 0.74 167.102037 167.10 167.10 2.65 84.39 86.10 0.74 167.102038 167.10 167.10 2.65 84.39 86.10 0.74 167.102039 167.10 167.10 2.65 84.39 86.10 0.74 167.102040 167.10 167.10 2.65 84.39 86.10 0.74 167.102041 167.10 167.10 2.65 84.39 86.10 0.74 167.102042 167.10 167.10 2.65 84.39 86.10 0.74 167.102043 167.10 167.10 2.65 84.39 86.10 0.74 167.102044 167.10 167.10 2.65 84.39 86.10 0.74 167.102045 167.10 167.10 2.65 84.39 86.10 0.74 167.102046 167.10 167.10 2.65 84.39 86.10 0.74 167.102047 167.10 167.10 2.65 84.39 86.10 0.74 167.10

18.8%

Notes:(1) Economic benefits (2) = Total economic benefits (12)(2) See the table "Economic Costs" below(3) Total economic benefits (12) = (5) - (6) + (7) + (8) + (9) + (10) - (11)

(Unit: Million USD)2003 2004 2005 2006 2007 2008 Total

Capital costs 1.40 29.16 42.09 63.30 60.15 19.44 215.55Less: Customs duties 0.00 0.03 0.46 0.39 0.34 0.11 1.33Less: VAT 0.17 3.50 4.97 7.33 6.83 2.17 24.97Less: Price contingency 0.02 0.97 2.06 4.13 4.87 1.87 13.94Economic costs 1.21 24.66 34.60 51.45 48.11 15.29 175.32

EIRR Calculation

Economic Costs

EIRR calculation Details of economic benefits (incremental costs)

EIRR


5-1

CHAPTER 5 CONCLUSION AND RECOMMENDATIONS

The project for expansion and rehabilitation of water supply and sewerage systems was

designed to suite for the locality and along with international practices as much extent as

possible. Technical issues and essential items for construction work to achieve design

purposes are also included. In addition, the improvement need for ASA in terms of financial,

accounting and management aspects are included.

5.1 Water Supply Project

Design criteria ad conditions shown in SNiP were given priority in designing facilities,

although comparative study with international standards/practices was made.

(1) Vyacheslavsky Reservoir

Judging from the results of water quality analysis and observation of present status, the

Vyacheslavsky Reservoir is eutropphicated.

Pollution source of reservoir water consists of natural and artificial sources. In order to

maintain the Vyacheslavsky Reservoir as water source for Astana City, relevant authorities

shall make utmost effort to eliminate the artificial pollution source such as pasturage and

housing from the basin of the reservoir together with continuous monitoring of water quality

of the reservoir.

(2) Water Intake Facility

Possible countermeasures to lower the water level shall be managed to reduce construction

cost of the intake tower. Countermeasures for water pollution control at existing pump

station are to be provided. Operation plan of pump facilities to switch from existing pump

to new one shall be carefully prepared and carried out.

A periodic operation and maintenance of the pump facilities at the existing intake tower shall

be conducted for emergency use of them. For that purpose, an operation and maintenance

manual shall also be prepared for the existing pump station to maintain proper condition of

facilities by periodic maintenance work.

(3) Raw Water Transmission Pipeline

The rehabilitation work of one of the two raw water transmission pipelines was eliminated

from the scope of work for the JBIC project. Nevertheless, the following are recommended


5-2

rehabilitation work, which shall be undertaken by Kazakhstan side.

a) Pipe Rehabilitation Work Pipeline No.II with a total of 15 km

b) Water hammer protection facilities

!"Existing one-way surge tank at point1

!"A new one-way surge tank at point 2

!"New air-vessels at point 3 (provided by the JBIC project)

The following measures shall be taken for potential operation cases in use of the existing

pipelines.

1) Two pipelines are used at the same time: The rehabilitation work shall be completed before

inauguration of the new P/S. During the rehabilitation work, one-way surge tank shall

also be constructed at the peak (P2).

2) Operation of only one pipeline: In case of the operation of only the newest pipeline under

emergency case, existing pump station must be used.

3) Construction of the fourth pipeline shall be studied in the future, which may allow for

considerable saving of O&M cost and leakage problem in application of a different

pipeline route to avoid topographically high areas and a larger pipe diameter than existing

one.

(4) Water Treatment Plant

To decrease project cost, modification of SNiP on the design of facilities, especially for

sedimentation basins and filters, was made. Further improvement shall be made for the

expansion work in the future.

In construction of connection pipes to existing facilities, operation plan during the work shall

be prepared to minimize the influence to the operation of the existing facilities.

Operation of existing plant is scheduled to be ceased after completion of proposed and future

additional plants. Rehabilitation for revival of existing plant, however, shall be considered

before final decision to implement future plant.

As mentioned above, required measures against eutrophication in the reservoir shall be

studied through the future, in conduct of continuous monitoring on the water quality in the

reservoir. Filter materials for rapid sand filter shall be carefully procured to meet the

treatment efficiency required.


5-3

(5) Distribution Pipes

Information on the existing pipes is not managed properly by ASA at present. Improvement

of recording manner for the pipes and other utilities is required to make expansion plan and

conduct O&M of the distribution system effectively. Information sharing among concerned

authorities is a requisite for economical and effective implementation of the project.

Although steel material is commonly used for water supply provided with proper lining and

coating inside and outside of pipe, an attention shall be paid for poor workmanship in welding

for connection of pipes.

There are some river/rail way crossings in the built up area of the city. Construction

schedule and manner of construction shall be prepared under sufficient cooperation with

concerned authorities/parties.

Introduction of the block service system shall be implemented based on the master plan to be

revised in the future to reflect change of situation of Astana City.

(6) Water Meter

To ensure sound management of the water supply system by ASA, provision of water meter

shall be given first priority. In this regard, not only campaign to the people for promotion of

beneficiary’s paid for principle, but also legal arrangements shall also be recommended

entailing penalty and disconnection to bad debt users.

5.2 Sewerage Project

(1) Countermeasures to Taldykol liquidation project

A close cooperation between this project and Taldykol liquidation project is a requisite, since

the both project sites are located in the existing STP area. The following are directly related

work.

a) Pipes/channels surrounding the existing aeration tank

b) Blower: Since there is a room to accommodate the required unit by Taldy kol liquidation

project , detailed arrangements shall be made.

c) Effluent Pump facilities: Specifications of the effluent pump facilities shall be adjusted to

connect advanced treatment facilities.

d) Operation and maintenance practices: Rearrangements of operation method for those

related aeration tank should be made by the advanced treatment project.


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(2) Sludge disposal

Sludge disposal program shall be made before completion of this project, which entails reuse

of digested sludge as fertilizer.

(3) Rehabilitation of Intermediate Pump Station

The rehabilitation work for the intermediate pump stations shall be done without disturbing

inflow sewage. In this regard, various kind of measures shall be provided: conduct the

work during minimal sewage flow period, use of vacuum car or small sludge pump for

small–size PS to temporary transfer sewage into outlet sewer, use the part of existing sewage

reserving pit to storage inflow sewage, and operation of pump facility making the pump pit

water level low during rehabilitation work for large-size PS.

(4) Sewer installation

There are some crossings at Ak-Bulak river and railway. Detailed arrangements for

scheduling and manner of construction shall be made with concerned parties.

For connection of pressured pipe to intermediate pump station, flexible joint shall be

installed at the side of the pump station.

5.3 Common to Water Supply and Sewerage Project

(1) Regal requirements for the contractor

According to the construction law put into practice from July 2001, technical proposal

submitted by the contractor shall be approved by the Local Expertise Committee. In this

regard, Akimat shall coordinate with the concerned authorities for smooth implementation of

the project.

(2) Taxation

A new tax code was implemented in January 2002, which affects taxation to the contractor.

Clarification on the taxation to the Contractor shall be made prior to the project

implementation.

(3) International bidding

Since JBIC requires to obtain goods and services through ICB, well experienced

international contractors will be considered as the Contractor and major facilities /equipment

with proper quality will be supplied from international markets, as well as locally available

materials to be supplied in Kazakhstan.


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5.4 Finance and Accounting for the ASA

During M/P and F/S stage, it was assumed that ASA would implement not only O&M of

existing facilities, but also expand/construct facilities in application of loan. However, due

to the policy of Antimonopoly Agency to control water charges on a lower price level,

national government and Akimat will shoulder the capital cost for this project.

Currently, ASA manages at least direct operation cost using water charges collected.

However, present unstable income to meet all cost required for O&M of the facilities shall be

improved through the future.

Of the recommended items by previous studies, the items that will contribute to the increase

of income and decrease of expenditures, and are possible to realize are shown below.

Item Item Increase of tariffs Customers Awareness Provision of Water Meter Management Accountability Adoption of Progressive tariffs Bookkeeping System Management of debtors Target Reaching Management Bad debt’s write-off Staff Motivation Diversify revenue sources Cost Reduction Program Branch Offices

It is very important for ASA to prepare several scenarios to realize self-support as

independent organization through the future. In this regard, medium/long term financial

improvement plan was prepared to ensure not only collection of cost for O&M, but also some

investment cost recovery such as the purchase cost for mechanical and electrical equipment,

longevity of which is 10-15 years.

Problems could occur during the project execution caused by unwillingness of some domestic

customers to install individual water meters. Amendments to the legislation are

recommended to promote installation of the meters installation.