5. Other Relevant Data

Transcription

1 5. Other Relevant Data 5 - TOPOGRAPHICAL SURVEY 5-2 GEOTECHNICAL INVESTIGATION 5-3 TRAFFIC VOLUME SURVEY 5-4 STRUCTURAL SOUNDNESS OF EXISTING BRIDGES 5-5 BRIDGE LOCATION STUDY

2 Appendix 5- Topographical Survey

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6 SD-5 SD- SFOR Bridge Proposed Location 2 SD-4 SD-6 Appendix 5-2 Geotechnical Investigation SD-8 SD-3 Proposed Location SD-7 SD-2 Existing DOBOJ Bridge Map of Borehole Locations on DOBOJ

7 BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD JOB No. 348/02 BOBORING No. SD- SHEET OF JOB No. 348/02 BOBORING No. SD-4 SHEET OF Nippon Koei Co., Ltd. and Doboj, nizvodno od Nippon Koei Co., Ltd. and Doboj, nizvodno od PROJECT Central Consultant Inc. DATE STARTED 2/08/ 2002.g. LOCATION SFOR-vog mosta na PROJECT Central Consultant Inc. DATE STARTED /8/2003 LOCATION SFOR-vog mosta na TYPE BORING GCR 300 DATE COMPLETED //2002.g. GROUND ELEVATION 40,6 m TYPE BORING DATE COMPLETED /20/2003 GROUND ELEVATION 35,2 DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C u (kn/m 2 ) & φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) Cu (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) DEPTH (m) TYPE SAMPLE NUMBER STRATIGRAPHIC PLOT % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C u (kn/m 2 ) & φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) Cu (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION Q u TEST (kn/m 2 ) DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) 0 0 WITH REST BILDING MATRIALS 2 2 SILTY CLAY OCCSSIONAL COBBLES AND STIFF AND BRAWN GRAVEL WITH SADN ROCK 4 GRAVEL WITH VERY DENSE SILT WITH GRAVEL 6 SILT CLAY WITH AND OCCASIONAL GRAVEL E CLAY STIFF TO HARD GRAY ROCK TO RED 9 CLAY VERY HARD CLAY WITH GRAVEL GREY AND BRAWN GRAY WITH BROWN CLAY GARD GRAY AND SMAL RED CLAY HARD CLAY WITH GRAVEL GRAY TO SMOLGREN 2 HARD GREY AND BROWN CLAY HARD 3 GRAY TO BROWN CLAY VERY HARD GREY CLAY HARD LIGHT GREY CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC AND COBBLES CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL DRILLER POCKET PEN (kn/m 2 ) & Q u WATER ENCOUNTERED METAMORPHIC ORGANIC AND COBBLES MADE GROUND SILT CLAY TOP BEDROCK MADE GROUND SILT CLAY TOP BEDROCK

8 BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD JOB No. 348/02 BOBORING No. SD-2 SHEET OF JOB No. 348/02 BOBORING No. SD-3 SHEET OF Nippon Koei Co., Ltd. and Doboj, right of the Nippon Koei Co., Ltd. and Doboj, in the river PROJECT Central Consultant Inc. DATE STARTED Decenber,2002. LOCATION banke river PROJECT Central Consultant Inc. DATE STARTED January 02,2003. LOCATION BOSNA TYPE BORING GCR 300 DATE COMPLETED Decenber 2,2002. GROUND ELEVATION 4,76 m TYPE BORING GCR 300 DATE COMPLETED January 04,2003. GROUND ELEVATION 38,8 m DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) SILLTY BRAWN SILTI WITH GRAVEL VERY DENSE GREY AND BRAWN 2 COBBELS AND LITH GREY 3 SILTY CLAY OCCASIONAL GRAVEL 3 STIF TO HARD, GREY GRAVEL WITH GRAVEL VERY STIFF TO HARD GREY AND BRAWN SILTY CLAY 4 OCCASIONAL GRAVEL STIF TO HARD, GREY CLAY HARD 3 CLAY HARD GREY GREY CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC AND COBBLES CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL DRILLER POCKET PEN (kn/m 2 ) & Q u WATER ENCOUNTERED METAMORPHIC ORGANIC AND COBBLES MADE GROUND SILT CLAY TOP BEDROCK MADE GROUND SILT CLAY TOP BEDROCK

9 BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD JOB No. 085/03 BOBORING No. SD-5 SHEET OF JOB No. 085/03 BOBORING No. SD-6 SHEET OF Nippon Koei Co., Ltd. and Doboj, left in the bank Nippon Koei Co., Ltd. and Doboj, left in PROJECT Central Consultant Inc. DATE STARTED 0/04/ 2003 LOCATION of the river BOSNA PROJECT Central Consultant Inc. DATE STARTED 03/04/2003 LOCATION the river BOSNA TYPE BORING GCR 300 DATE COMPLETED 0/04/2003 GROUND ELEVATION 39,03 TYPE BORING GCR 300 DATE COMPLETED 05/04/2003 GROUND ELEVATION 35,32 DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) WITH AND WITH OCCASIONAL OCCASIONAL GRAVEL GRAVEL GREY AND SMOLBILDING 2 MATERIALS GRAVEL WITH GREY SILT WITH SMOL , BROWN CLAY HARD BROWN SILT CLAY SITH SMOL ROCK KRECNJAK 7 ROCK, DIABAZ CLAY VERY STIFF TO 9 SILTY CLAY CLAY HARD BROWN TO ICCASIONAL GRAVEL GREY AND SMOLRED HARD, RED TOGRAY TO BROWN SILTY GREY CLAY HARD GREY CLAY WITH SMOL BAND TO BROWN BROWN SILTY GREY CLAY WITH SMOL AND OCCASIONA GRAVEL HARD GREY TO RED ROCK GRAVEL HARD GREY TO RED CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC AND COBBLES CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL DRILLER POCKET PEN (kn/m 2 ) & Q u WATER ENCOUNTERED METAMORPHIC ORGANIC AND COBBLES MADE GROUND SILT CLAY TOP BEDROCK MADE GROUND SILT CLAY TOP BEDROCK

10 BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD JOB No. 085/03 Aneks 342/02 BOBORING No. SD-7 SHEET OF JOB No. 085/03 Aneks 342/02 BOBORING No. SD-8 SHEET OF Nippon Koei Co., Ltd. and Doboj, in Nippon Koei Co., Ltd. and Doboj, in PROJECT Central Consultant Inc. DATE STARTED 30/04/2003 LOCATION the river BOSNA PROJECT Central Consultant Inc. DATE STARTED 02/05/2003 LOCATION the river BOSNA TYPE BORING GCR 300 DATE COMPLETED 0/05/2003 GROUND ELEVATION 37,85 TYPE BORING GCR 300 DATE COMPLETED 03/05/2003 GROUND ELEVATION 42, DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) GRAVEL AND PARTS AND GRAVEL OF ROCK AND GRAVEL SMALL Y CLAY (LIGHT COFFIE TO GREY) SMALL Y CLAY 8 (LIGHT COFFIE TO GRAY) CLAY LIOW PLASTICITY(GRAY) CLAY LOW PLASTICITY 9 (GRAY) CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND AND COBBLES GRAVEL DRILLER POCKET PEN (kn/m 2 ) & Q u WATER ENCOUNTERED METAMORPHIC ORGANIC AND COBBLES MADE GROUND SILT CLAY TOP BEDROCK MADE GROUND SILT CLAY TOP BEDROCK

11 SM-3 SM-2 SM-4 Existing MODRICA Bridge SM-5 SM- SM-6 Map of Borehole Location on MODRICA

12 BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD JOB No. 348/02 BOBORING No. SM- SHEET OF JOB No. 348/02 BOBORING No. SM-2 SHEET OF Nippon Koei Co., Ltd. and MODRICA, right on the Nippon Koei Co., Ltd. and MODRICA, left on the PROJECT Central Consultant Inc. DATE STARTED November 29, LOCATION Bosna river PROJECT Central Consultant Inc. DATE STARTED November 29, LOCATION Bosna river TYPE BORING GCR 300 DATE COMPLETED December 02, GROUND ELEVATION 2,65 m TYPE BORING GCR 300 DATE COMPLETED December 03, GROUND ELEVATION 98,9 m DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) Y SILT YELLOW TO BROWN 2 CLAY WITH OCCASIONAL YELLOW TO BROWN GRAVEL WITH GRAVEL SMALL SILTY GRAVEL WITH SMALL 4 AND CLAY GRAVEL SILT WITH SOME 6 COBBLE AND VERY STIFF BROWN COBBLES WITH SMALL AND CLAY SILTY GRAVEL STIFF 8 AND BROWN SILTY WITH GRAVEL WITH 9 BROWN STIFFY CLAY VERY HARD CLAY VERY HARD GRAY TO GREEN GREY COBBLES AND BOUDERS WITH CLAY VERY HARD GRAVEL SILT WITH 3 SAME STIFF TO HARD BROWN CLAY HARD TO GREY GRAVEL WITH AND COBBLES SILT WITH GRAVEL VERY DENSE 2 GRAY TO BROWN CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC AND COBBLES 27 CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL DRILLER POCKET PEN (kn/m 2 ) & Q u WATER ENCOUNTERED METAMORPHIC ORGANIC AND COBBLES MADE GROUND SILT CLAY TOP BEDROCK MADE GROUND SILT CLAY TOP BEDROCK

13 BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD JOB No. 085/03 BOBORING No. SM-3 SHEET OF JOB No. 085/03 BOBORING No. SM-4 SHEET OF Nippon Koei Co., Ltd. and MODRICA, left of the Nippon Koei Co., Ltd. and MODRICA, left in the PROJECT Central Consultant Inc. DATE STARTED 24/03/2003 LOCATION banke river BOSNA PROJECT Central Consultant Inc. DATE STARTED 30/03/2003 LOCATION river BOSNA TYPE BORING DATE COMPLETED 24/03/2003 GROUND ELEVATION 2,05 m TYPE BORING GCR 300 DATE COMPLETED 3/03/2003 GROUND ELEVATION 98,03 m DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) 0 0 WITH SMOL GRAVEL AND VERY DENSE GREY Y BROWN GRAVEL AND OCCASIONAL SILTY 2 GREY TO BROWN CLAY WITH STIFF TO HARD GRAVEL AND 4 BROWN BILTY CLAY WITH SMOL WOTHER GREY TO BROWN 5 CLAY WITH SILTI GRAVEL AND OCCASIONAL GRAVEL 6 CLAY WITH SMOL GRAVEL 7 YELLOW TO BROWN AND BROWN GRAVEL AND 7 CLAY WITH 8 CLAY WITH SMOL AND GRAVEL CLAY, VERY HARD AND GRAVRL, 8 RED TO BROWN BROWN CLAY WITH SMOL GRAVEL AND BROWN SILTI AND GRAVEL, BROWN 2 CLAY VGGY HARD BROWN CLAY WITH SMOL GRAVEL AND BROWN CLAY VGGY HARD 23 BROWN CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC AND COBBLES CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC AND COBBLES MADE GROUND SILT CLAY TOP BEDROCK MADE GROUND SILT CLAY TOP BEDROCK

14 BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD BASIC DESIGN STUDY ON THE PROJECT FOR RECONSTRUCTION OF THE MAIN BRDGES ON ROAD NETWORK IN BOSNIA AND HERZEGOVINA BOREHOLE TEST RECORD JOB No. 085/03 BOBORING No. SM-5 SHEET OF JOB No. 085/03 BOBORING No. SM-6 SHEET OF Nippon Koei Co., Ltd. and MODRICA, right in the Nippon Koei Co., Ltd. and MODRICA, right of the PROJECT Central Consultant Inc. DATE STARTED 27/03/2003 LOCATION river BOSNA PROJECT Central Consultant Inc. DATE STARTED 2/03/2003 LOCATION banke river BOSNA TYPE BORING GCR 300 DATE COMPLETED 28/03/2003 GROUND ELEVATION 98,57 m TYPE BORING GCR 300 DATE COMPLETED 23/03/2003 GROUND ELEVATION 2,65 m DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) DEPTH (m) SAMPLE TYPE NUMBER STRATIGRAPHIC PLOT CLASSIFICATION % FINES PROFILE % COARSE DESCRIPTION S.P.T. VALUE* (BLOWS/0-cm) S.P.T. VALUE* (BLOWS/-20cm) S.P.T. VALUE* (BLOWS/20-30cm) MOISTURE CONTENT (%) BULK UNIT WT. KN/m 3 SHEAR STRENGTH kn/m 2 WATER CONTENT % STD. PENETRATION TEST* N-VALUE (BLOW/300mm) C (kn/m 2 )&φ LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX CONSOLIDATION TEST SPECIFIC GRAVITY SIEVE (W & D) C u (kn/m 2 ) TRIAXIAL φ DEGREES UNCONFINED COMPRESSION TEST (kn/m 2 ) Q u DRY UNIT WEIGHT SHEAR VANE (kn/m 2 ) , BROWN GRAVEL AND CLAY, BROWN AND CLAY AND OCCASIONAL YELLOW TO GRAVEL RED 2 RED GRAVEL AND GRAVEL SILTY WITH SOME GRA ROCK GRAVEL WITH CLAY WITH COBBLE AND COBBLES GRAVEL AND STIFF 7 TO HARD BROWN GRAVEL AND CLAY WITH OCCASIONAL 27 GRAVEL CLAY WITH AND 3 GRAVEL STIFF TO HARD BROWN CLAY W\ITH GRAVEL AND VERY HARD BROWN CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL POCKET PEN (kn/m 2 ) & Q u METAMORPHIC 500 DRILLER WATER ENCOUNTERED ORGANIC AND COBBLES 27 CLASSIFICATION AS PER ASTM D WATER DEPTH HOURS AFTER DRILLING LEGEND GRAVEL DRILLER POCKET PEN (kn/m 2 ) & Q u WATER ENCOUNTERED METAMORPHIC ORGANIC AND COBBLES MADE GROUND SILT CLAY TOP BEDROCK MADE GROUND SILT CLAY TOP BEDROCK

15 Appendix 5-3 Traffic Volume Survey () Doboj Bridge Date: 27, November, 2002 (Wednesday) Location:Doboj Bridge Time Passenge Tractor, of Each of Each Buses Trucks direction Pedestria Motorcycle r Roadrolle Bicycle direction 2axles, 4 or more n Cars Mini Bus Bus r etc 3axles axles To Tuzla To Doboj To Tuzla To Doboj 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand Date: 28, November, 2002 (Thursday) Location:Doboj Bridge Time Passenge Tractor, of Each of Each Motorcycle r Buses Trucks direction direction Mini Bus Medium Roadrolle Bicycle Pedestria 2axles, 4 or more n Cars r etc Bus over 3axles axles To Tuzla To Doboj To Tuzla To Doboj 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand

16 Traffic Volume Survey (2) SFOR Bailey Bridge (Doboj) Date: 27, November, 2002 (Wednesday) Location:SFOR Bailey Bridge (Doboj) Passenge Tractor, of of Buses Trucks Each direction Pedestria Time Motorcycle r Each direction Mini Bus Medium Roadrolle Bicycle 2axles, 4 or more n Cars r etc Bus over 3axles axles To Tuzla To Doboj To Tuzla To Doboj 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand Date: 28, November, 2002 (Thursday) Location:SFOR Bailey Bridge (Doboj) Time Passenge Tractor, of of Motorcycle r Buses Trucks Each direction Each direction Mini Bus Medium Roadrolle Bicycle Pedestria 2axles, 4 or more n Cars r etc Bus over 3axles axles To Tuzla To Doboj To Tuzla To Doboj 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand

17 Traffic Volume Survey (3) Doboj Railway Station Date: 27, November, 2002 (Wednesday) Location: Doboj Railway Station Tractor, Passenger Time Motorcycle Buses Trucks Roadroller Bicycle Pedestrian Cars 2axles, 4 or more Mini Bus Bus etc 3axles axles 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand Date: 28, November, 2002 (Thursday) Location: Doboj Railway Station Tractor, Passenger Time Motorcycle Buses Trucks Roadroller Bicycle Pedestrian Cars Medium Bus 2axles, 4 or more Mini Bus etc over 25 pass 3axles axles 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand

18 Traffic Volume Survey (4) Modrica Bridge Date: 27, November, 2002 (Wednesday) Location:Modrica Bridge Time Passenge Tractor, of of Buses Trucks Each direction Pedestria Motorcycle r Each direction Mini Bus Medium Roadrolle Bicycle 2axles, 4 or more n Cars r etc Bus over 3axles axles To Doboj To Modrica To Doboj To Modrica 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand Date: 28, November, 2002 (Thursday) Location:Modrica Bridge Time Passenge Tractor, of of Motorcycle r Buses Trucks Each direction Each direction Mini Bus Medium Roadrolle Bicycle Pedestria 2axles, 4 or more n Cars r etc Bus over 3axles axles To Doboj To Modrica To Doboj To Modrica 2:00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00-20: :00-2: :00-22: :00-23: :00-0: Sub :00 - : :00-2: :00-3: :00-4: :00-5: :00-6: :00-7: :00-8: :00-9: :00 - : :00 - : :00-2: Sub Grand

19 Appendix 5-4 Structural Soundness of Existing Bridges ) Doboj Bridge Table Investigation sheet of Doboj Bridge Doboj Bridge Bridge Data Status of Damages Width Style 5 spans RC continuous T-section girders bridge 7 spans RC continuous slab bridge Length 23,200 Soan (8,950+3@25,000+8,950)+(2,000+5@5,000+4,700+3,400) total road way 3,900 9,000 sidewalk Abutment Pier Foundation Concrete Deck Slab Main Girder Abutment Pier 2,250 (effective width: 2,050) 2 Reversed T type abutment (inference) River basin Wall type Flood prone area Pile Bent River basin : Unknown Flood prone area : Piers (inference) 5 spans RC continuous T-section girders bridge : Vital cracks with soaking lime are observed on the center of concrete deck slabs. In the part of right bank side, some concrete separations with rusted naked reinfocements are foound. The overhanging concrete slab has cracks each 20 to 50cm with soaking lime. 7 spans RC continuous slab bridge :30 to 40% of lower surface of concrete deck slab is covered by white soaking lime with plenty of craks. The soaking lime is formed like iccles with drops. Many concrete separations with rusted reinforcement are observed. 5 spans RC continuous T-section girders bridge :Compering with the concrete slab, the main girder has smoller numbers of cracks, but the lower flange has some concrete separation. In the part of the jointing hinged bearing, compressed crushing is happend. Honycomb concrete which will cause concrete separation is observed on the main girders. 7 spans RC continuous slab bridge : In many parts, vital concrete separations with seriously rusted reinfocing bars are found. In the center of the bridge, water is soaking out from the downstream side girder always. 5 spans RC continuous T-section girders bridge :The abutment on left bank has vertical deep cracks on upper streamside and imprint of reinforcing on the bearing bed. 7 spans RC continuous slab bridge :The abutment on right bank which is reformed in front of previous abutment base has no damage. 5 spans RC continuous T-section girders bridge :Few concrete separations are found on the surface of piers in the river basin. The pier, which connects the two sets of girders, has horizontal crack with soaking lime on the construction joints. 7 spans RC continuous slab bridge :Two piers on the flood prone area, which is tied to concrete deck slabs, have no vital damages. But there are two doubt points of rusted reinfocements. Inspection Foundation Schumitdhammer Neutralization Unknown superstructure Main girder : 220kg/cm2 Concrete slab : 230kg/cm2 sbustructure Hinged bearing piers : 77kg/cm2 Depth : 5 to mm Right bank side first span main girder) Durability* Rank : E (Dangerous) * : The durability assessment of the construction department of Tokyo Metropolis

20 2) Modrica Bridge Table Investigation sheet of Modrica Bridge Bridge Data Width Modrica Bridge Style 5 spans RC continuous T-section girders bridge RC simple beam bridge Length 84,700 Soan (28,700+3@4,300+4,000)+6,400 total road way sidewalk 9,400 6,000,700(effective width:,500) 2 Abutment Reversed T type abutment Pier River basin Wall type Portal-frame (rebuilt) Foundation Concrete Deck Slab River basin : Spread foundation Piers : caisson foundation On the center deck slab between main girders and floor beams, a few vital longitudinal cracks and shear cracks from the corner of main girders and floor beams are occurred. On the 3rd span from left bank, there is a prints of repaired about 80cm diamater hole on deck slab. There are some danger spots which will fall down possibly. Cracks with soaking lime are seen on the over hanging slab. No damage is found in the new first span on left bank side. Status of Damages Main Girder Abutment Pier Regarding to the main girders, plenty of shear and moment cracks on the point of intermediate supports, and many moment cracks near the center of spans, are observed more than each 50cm. On the lower surface, concrete separations, naked reinforcements, and rusted reinforcement by shortage of covering concrete are seen. The abutment on left bank was extended, when new first span was rebuilt. The extension has no damage. Foundation Comfirmd by Drawings. Unknown damages. Inspection Schumitdhammer superstructure Main girder : 460kg/cm2 Concrete slab : 460kg/cm2 sbustructure Right : 330kg/cm2 Wall type pier : 480kg/cm2 (Top of pier) Neutralization Depth : to mm Left abutment) Durability* Rank : E (Dangerous) * : The durability assessment of the construction department of Tokyo Metropolis

21 Appendix 5-5 Bridge Location Study ) COMPARATIVE STUDY ON DOBOJ BRIDGE LOCATION As discussed in Appendix 6-4 of this report, it is difficult to reuse the existing Doboj Bridge by reinforcement. Accordingly, options for building a new bridge are studied as shown in Figure 2-3 in the main report. The following two options of bridge location is considered. Bridge Location Option : Plan of a new bridge between the existing bridge and SFOR bridge. Bridge Location Option 2: Plan of a new bridge on the by-pass route located on the confluence of Bosna and Spreca rivers, about km downstream side of the existing Doboj bridge. Option was proposed by the JICA Study Team at the onset of the basic design study in BiH. On the other hand, Option 2 was proposed by the Road Directorate of RS as stated in the Minutes of Discussions dated November 8, It was selected among several locations by the Road Directorate as its easier land acquisition. As a result of the comparative study shown in next page, Option 2 is judged more favorable than Option since it is advantageous in economic construction cost, improvement of highway geometry, traffic safety, implication of Doboj City Urban Road Plan, etc.

22 Plan for Proposed Location 2 SFOR- Bailey Bridge Raising height meter up Plan for Proposed Location Raising height meter up Figure Location Map of Doboj Bridge EXISTING DOBOJ

23 Plan for Proposed Location - Plan of new bridge construction located between the Plan for Proposed Location 2 - Plan of a new bridge construction on the by-pass route existing bridge and SFOR bailey bridge located on the downstream side of the confluence of the Bosna and Spreca rivers Preconditions ) New bridge construction plan at the mid-point between the existing bridge and the SFOR bailey ) New bridge construction plan on the by-pass route located on the river confluence bridge 2) Construction of by-pass road and the railroad underpass is needed. Contents of plan ) ( Grant Aid ) ) ( Grant Aid ) - Construction of a new bridge (bridge length of 200 m) - Construction of a new bridge (bridge length = 200 m) - Approach roads to the existing roads (including the construction of two intersections) - Approach roads from abutment to the new by-pass road (each 50 m on both sides of the - Embankment - Embankment - Ancillary works such as road lightings - Ancillary works such as road lightings 2) ( RS undertaking ) 2) ( RS undertaking ) - Improvement of the existing roads to meet the design flood level - Construction of by-pass road (E 73: 0.3meter higher than the exting road, M4-3:.2 meter higher than the exting road) - Construction of intersections (2 places) - Construction of railroad underpass Type of bridge - PC 2 span T-girder bridge with pre-tensioning method and PC 4 span T-girder bridge with - PC 5 span T-girder bridge with post-tensioning method precast segmental method post-tensioning method (precast segmental method and PC 3 span T-girder bridge with pretensioning method - Span length 6 m x m x m x 3 = 200 m - Span length 40 m x 5 = 200 m - Width 3.80 m Same width as the existing bridge ) - Width 2.20 m Reduction of the width of sidewalk ) - Substrucu re 7 wall type bridge piers and 2 inverted T-type abutments - Substrucu re 4 wall type bridge piers, 2 inverted T-type abutments Comparative evaluation - Improvement level The life span of a new bridge can be guaranteed as a normal permanent bridge. The life span of a new bridge can be guaranteed as a normal permanent bridge. -2 Access road The construction of intersection connected to the existing road is necessary. Reconstruction of the existing roads is required for the design flood level. (E 73: 0.3meter higher than the exting road, M4-3:.2 meter higher than the exting road) is necessary. None -3 Improvement level of The alignment of the road can not be improved. The running speed (30 to 40 km/h) will not be highway improved because the road passes through the city area. The alignment of the road will be improved to the design speed of 80 km/hr. -4 Traffic flow The traffic flow (to/from TUZLA) The alignment of the road can not be improved. The traffic flow (to/from TUZLA) The long distance traffic flow can be improved. -5 Structure of superstructure Comparison Table for the route of the Doboj Bridge Traffic to/from Doboj station Same as present. Traffic to/from Doboj city The traffic flow is unchanged. This bridge's sidewalk width must be the same as that of the exiting bridge. For the concrete structure, painting is not necessary. Expropriation(land acquisition and housing compensation) is necessary. Small area (approx m2) The traffic density will be almost same as at present and the environment will not be improved. Traffic to/from Doboj station Same as present. Traffic to/from Doboj city Simpified and improved This bridge's sidewalk width is.2m, because there are less pedestrians on a new bridge than the exsiting bridge. For the concrete structure, painting is not necessary. Expropriation is necessary. Wide area (land to construct the access road needs approx. 22,000 m2) Through traffic will be distributed to the by-pass and the environment will be improved significantly. This is a by-pass plan conforming to the Doboj City Road Plan. -6 Necessity for land acquisition -7 Environment of city area on the left bank -8 Implication of Boboj City Road Plan The Doboj City Road Plan is not considered. -9 Construction period (substantial period) 24 months (6 months) 24 months (6 months) - Cost borne by the grant aid (Cost ratio),4,00 - Cost borne by the RS,00 Cost for construction 40,000,000 The existing road should be raised.,68 Cost for construction New by-pass road Cost for Land acquisition approx m2 Cost for Land acquisition approx. 22,000 m2 Evaluation

24 2) COMPARATIVE STUDY ON MODRICA BRIDGE LOCATION The following two options were examined for determining the bridge location. The location map of the two options is shown in Figure 2-4 in the main report. Bridge Location Option : Improvement plan of the existing bridge. Bridge Location Option 2: Construction plan to build a new bridge on the by-pass route. Option was proposed by the JICA Study Team at the onset of the basic design study in BiH. Option 2 was proposed by the Road Directorate of RS after examination of several conceivable route options when the JICA Study Team was conducting the field surveys in RS. The main reason that the Road Directorate chose Option 2 is because of easier land acquisition. After comparison study by the JICA Study Team between two options as per Table in next page, Option 2 was judged favorable since it is advantageous in improvement of highway geometry, structural durability, implication of role as EU Motorway Corridor Vc (Police (HR) Sarajevo (BiH) Osjek (HR) Budapest (HU)), etc. even though Option was advantageous on the view point of construction cost.

25 EXISTING MODRICA Bridge Plan for Proposed Location Plan for Proposed Location 2 Figure Location Map of Modrica Bridge

26 Comparison Table for the route of the Modrica Bridge Plan for Proposed Location - Improvement plan for the superstructure of the exisiting bridge Plan for Proposed Location 2 - Construction plan of new bridge on by-pass Preconditions ) Improvement plan for the exisiting bridge. ) Plan of new bridge construction on by-pass route. 2) As a result of stability calculation and test of material strength for the existing bridge, the 2) The alignment of the road will be improved for the design speed of 80 km/hr. superstructure and the abutments need reconstruction, the columns of piers can be re-used. Contents of plan ) ( Grant Aid ) ) ( Grant Aid ) - Removal of the superstructure of existing bridge 29.5m+4.3mx3+29.5m=82.9m) - Construction of new bridge (bridge length = 240 m) - Construction of new steel superstructure (83 m) - Approach road (before and after the bridge of 50 m with the total of 0 m) - Removal and construction of 2 abutments for existing bridge, and improvement of existing pier beam - Embankment - Construction of approach road, embankment, and ancillary facilities - Construction of approach road, embankment, and Bridge facilities 2) ( RS undertaking ) 2) ( RS undertaking ) - Construction and removal of detour (Including 50 m for temporary bridge) - Construction of by-pass road (Including the construction of small bridge and 2 intersections) Type of bridge - Steel 5 span plate girder bridge - PC 6 span T-girder bridge with post-tensioning method Precast segment - Span length m m x m = 83 m - Span length 40 m x 6 = 240 m - Width 2.20 m - Width 2.20 m - Substrucu re type 2 reversed T-type abutments, improvement of existing pier beam - Substruc ure type 5 wall-type bridge piers, 2 inverted T-type abutments Comparative evaluation - Improvement Improvement level is lower than the by-pass plan The life span of a new bridge can be ensured as a normal permanent bridge. level -2 Detour/Access The temporary detour and temporary bridge are necessary during the bridge rehabilitation The existing bridge can be usde as detour. road works The alignment of the road can not be improved. -3 Improvement The alignment of the road will be improved for the design speed of 80 km/h. The running speed (30 to 40 km/h) can not be improved. level of highway This plan follows the JICA BiHTMAP. This plan cannot meet the JICA BiHTMAP. With the improvement of intersection, the traffic flow at intersections will be -4 Intersection Intersection can not be improved. improved. -5 Structure of The steel girder is applicated to reduce weight lighter than the superstructure of existing superstructure bridge. The cost for PC T-girder is lesser than metal type bridge. Regular painting works are needed. For the concrete structure, painting works are not necessary. -6 Necessity for land acquisition The lease of land for detour is necessary (small area). Expropriation is necessary (approx. 26,000 m2) -7 Construction period (substantial months 26 months (8 months) period) -8 Cost borne by the grant aid (Cost ratio) Cost borne by the Cost for construction 84,000,000 Construction and removal of detour RS.00.8 Cost for construction Access road Cost for Land acquisition None Cost for Land acquisition 43,000,000( approx. 26,000 m2) Evaluation

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