MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

ISSUED FOR REVIEW LIST OF DRAWINGS

MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

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POWER PLANT

NO. JACOBS DRAWING NO. SEML DRAWING NO. DRAWING TITLE REV.

GENERAL DRAWING

1 AI004000-EGN-DG-1001 ML-C-CS-S00-0001 COVER/INDEX TO DRAWINGS B

2 AI004000-EGN-DG-1002 ML-C-CS-S00-0002 ABBREVIATIONS AND GENERAL NOTES 1 B

3 AI004000-EGN-DG-1003 ML-C-CS-S00-0003 GENERAL NOTES 2 B

CIVIL

4 AI004000-ECC-DG-2001 ML-C-CS-S00-0010 OVERALL SITE PLAN C

5 AI004000-ECC-DG-2002 ML-C-CS-S00-0011 ENLARGED WETLAND SITE PLAN 1 C

6 AI004000-ECC-DG-2003 ML-C-CS-S00-0012 ENLARGED WETLAND SITE PLAN 2 C

7 AI004000-ECC-DG-2004 ML-C-CS-S00-0013 ENLARGED WETLAND SECTIONS C

8 AI004000-ECC-DG-2005 ML-C-CS-S00-0014 WEIR DETAILS C

9 AI004000-ECC-DG-2006 ML-C-CS-S00-0015 STANDARD DETAILS - BERM AND CHANNELS C

10 AI004000-ECC-DG-2007 ML-C-CS-S00-0016 STANDARD DETAILS - FENCE AND PIPE TRENCHES C

11 AI004000-ECC-DG-2008 ML-C-CS-S00-0017 STANDARD DETAILS - LINERS B

LANDSCAPE / VEGETATION

11 AI004000-ECL-DG-3001 ML-C-CS-S00-0018 WETLAND PLANTING - PLAN AND SCHEDULE B

12 AI004000-ECL-DG-3002 ML-C-CS-S00-0019 WETLAND PLANTING - TYPICAL DETAILS B

STRUCTURAL

13 AI004000-ECS-DG-4001 ML-C-CS-S00-0020 HYDRAULIC CONTROL STRUCTURES - DETAILS C

14 AI004000-ECS-DG-4002 ML-C-CS-S00-0021 STANDARD DETAILS - WEIR AND WEIR GATES A

15 AI004000-ECS-DG-4003 ML-C-CS-S00-0022 SLOPE PROFILE ALONG OUTLET PIPING AND OUTLET END DETAIL A

PROCESS

16 AI004000-EMP-DG-5001 ML-P-CS-S00-0001 PROCESS & INSTRUMENTATION DIAGRAM (P&ID) A

PIPING

17 AI004000-EMP-DG-5010 ML-M-CS-S00-0010 WETLAND PROPOSED HDPE LINE DRAWING LAYOUT PLAN A

18 AI004000-EMP-DG-5011 ML-M-CS-S00-0011 WETLAND PIPING PLAN SHEET 1 A

19 AI004000-EMP-DG-5012 ML-P-CS-S00-0012 WETLAND PIPING PLAN SHEET 2 A

20 AI004000-EMP-DG-5013 ML-P-CS-S00-0013 WETLAND PIPING PLAN SHEET 3 A

GENERAL :

1. ALL CIVIL AND STRUCTURAL WORKS SHALL GENERALLY COMPLY WITH THESE GENERAL NOTES AND DRAWINGS.

2. STRUCTURAL DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE DRAWINGS OF OTHER DISCIPLINES (E.G. CIVIL, MECHANICAL, PROCESS AND INSTRUMENTATION, ELECTRICAL ETC.) ANY DISCREPANCY BETWEEN STRUCTURAL AND OTHER DRAWINGS SHALL BE NOTIFIED TO THE EMPLOYER.

DESIGN CODE :

1. ALL EARTHWORKS SHALL GENERALLY CONFORM TO SNI 8460:2017 ("PERSYARATAN PERANCANGAN GEOTEKNIK").

2. ALL CONCRETE WORKS SHALL IN ACCORDANCE WITH STANDAR NASIONAL INDONESIA (SNI) AS FOLLOW : x SNI 2847 : 2019 (DESIGN AND SPECIFICATION FOR STRUCTURAL CONCRETE).

x SNI 03-1972-2008 (TESTING METHODS OF CONCRETE SLUMP).

x SNI 1974-2011 (TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS).

x SNI 2458-2018 (METHOD FOR SAMPLING OF FRESHLY MIXED CONCRETE).

x SNI 4810-2018 (METHOD FOR MAKING AND CURING CONCRETE TEST SPECIMENS IN THE FIELD).

x SNI 2493-2011 (METHOD PRACTICE FOR MAKING AND CURING CONCRETE TEST SPECIMENS IN THE LABORATORY).

AND OTHER RELEVANT INTERNATIONAL CODES AND STANDARDS INCLUDING AS FOLLOW : x ASTM C33 / C33M-18 (STANDARD SPECIFICATION FOR CONCRETE AGGREGATES).

x ASTM C94 / C94M-21b (STANDARD SPECIFICATION FOR READY-MIXED CONCRETE).

x ASTM C39 / C39M-21 (STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS).

x ASTM C172 / C172M-17 (STANDARD PRACTICE FOR SAMPLING FRESHLY MIXED CONCRETE).

x ASTM C31 / C31M-21a (STANDARD PRACTICE FOR MAKING AND CURING CONCRETE TEST SPECIMENS IN THE FIELD).

x ASTM C192 / C192M-19 (STANDARD PRACTICE FOR MAKING AND CURING CONCRETE TEST SPECIMENS IN THE LABORATORY).

x ACI 308R-16 (GUIDE TO EXTERNAL CURING OF CONCRETE).

3. CONCRETE REINFORCING STEEL SHALL IN ACCORDANCE WITH:

x SNI 2052:2017 (SPECIFICATION FOR REINFORCING STEEL).

x SNI 03-6816-2002 (PROCEDURE FOR DETAILING OF CONCRETE REINFORCEMENT).

x ASTM A615 / A615M-20 (STANDARD SPECIFICATION FOR DEFORMED AND PLAIN CARBON-STEEL BARS FOR CONCRETE REINFORCEMENT).

x ACI 315R-18 (GUIDE TO PRESENTING REINFORCING STEEL DESIGN DETAILS).

4. STRUCTURAL STEEL, BOLTS & WELD :

x STRUCTURAL STEEL SECTIONS AND PLATES SHALL CONFORM TO ASTM A36, Fy > 240MPa.

x STRUCTURAL STEEL PIPES SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B.

x BOLTS FOR STRUCTURAL CONNECTIONS SHALL BE ASTM A325 - NVT AND WASHERS TO BE ASTM A563, FRICTION TYPE CONNECTIONS. ALL BOLTS AND WASHERS TO BE GALVANISED TO ASTM A153 CLASS C.

x WELDING ELECTRODES SHALL CONFORM TO AWS D1.1, A5.5 E=48XX (fuw=480MPa).

x ALL STRUCTURAL STEEL SHALL BE GRADE S275, UNLESS NOTED OTHERSIWE.

x ALL BOLTS SHALL BE HIGH STRENGTH STEEL TYPE M36.

x ALL BOLTS AND STEELWORKS SHALL BE GALVANIZED IN ACCORDANCE WITH BS 729, ASTM A123 / A123M OR AS 1650.

x WELDING STANDARDS SHALL BE COMPLY WITH SNI 1729-2020 OR AISC 360-16 OR EQUIVALENT CODES.

AND SHALL CONFORM TO:

x ASTM A26 / A6M-21 (GENERAL REQUIREMENTS FOR ROLLED STRUCTURAL STEEL BAR, PLATES, SHAPES AND SHEET PILING).

x ASTM A27 / A27M-20 (STANDARD SPECIFICATION FOR STEEL CASTINGS, CARBON, FOR GENERAL APPLICATION).

x ASTM A123 / A123M-17 (STANDARD SPECIFICATION FOR ZINC (HOT-DIP GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS).

x ASTM A325M-00 (HIGH-STRENGTH BOLTS (DIAMETER > 19mm) FOR STRUCTURAL STEEL JOINTS).

x ASTM A307-21 (STANDARD SPECIFICATION FOR CARBON STEEL BOLTS, STUDS, AND THREADED ROD 60 000 PSI TENSILE STRENGTH).

x ASTM F436 / F436M-19 (STANDARD SPECIFICATION FOR HARDENED STEEL WASHERS INCH AND METRIC DIMENSIONS).

x AWS D1.1M-2004, AWS A5.1M-2004, AWS A5.17M-97, AWS A5.18-2001, AWS A5.20-95, AWS-SWPS, AWS B2.1:2005.

x AISC 15th 2016 (AMERICAN INSTITUTE OF STEEL CONSTRUCTION, MANUAL OF STEEL CONSTRUCTION, 15th EDITION).

x AISC 360-05 (DETAILING FOR STEEL CONSTRUCTION, 3rd EDITION).

x AISC 303-16 (CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES).

x ANSI / ASME B18.2.1 (SQUARE AND HEX NUTS AND BOLTS).

AND B18.2.2

x ASTM F3125 / 3125M-21 (STANDARD SPECIFICATION FOR HIGH STRENGTH STRUCTURAL BOLTS AND ASSEMBLIES, STEEL AND ALLOY STEEL, HEAT TREATED, INCH DIMENSIONS 120 KSI AND 150 KSI MINIMUM TENSILE STRENGTH, AND METRIC DIMENSIONS 830MPa AND 1040 MPa MINIMUM TENSILE STRENGTH).

5. ANY DEVIATIONS FROM THE CODE SHALL BE SPECIFICALLY AGREED WITH THE EMPLOYER.

6. CURRENT VERSIONS OF ALL STANDARD SPECIFICATIONS ARE TO BE USED.

7. WHERE PROPRIETARY PRODUCTS AND SYSTEMS ARE SPECIFIED, THEY SHALL BE INSTALLED TO THE MANUFACTURER'S WRITTEN SPECIFICATION.

DIMENSION AND UNITS :

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

2. ALL DIMENSIONS SHALL BE CONFIRMED ON SITE. ANY DISCREPANCIES SHALL BE NOTIFIED TO THE EMPLOYER.

3. ALL LEVELS ARE GIVEN IN METERS TO TWO DECIMAL PLACES.

SURVEYING AND SETTING OUT :

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SURVEY AND SETTING OUT OF THE CIVIL WORKS FROM SURVEY MONUMENTS AND OTHER REFERENCE POINTS DESIGNATED.

2. ALL COMPONENTS OF THE CONSTRUCTION WORK SHALL BE SETOUT FROM THE SPECIFIED COORDINATES AND LEVELS.

3. THE CO-ORDINATE SYSTEM USED WITHIN PROJECT AREA IS UTM ZONE 47 SOUTH, DATUM WGS 84.

EARTHWORKS AND ROAD WORKS - GENERAL

1. CUT SLOPES:

x EXCAVATION SHALL BE PERFORMED TO THE BATTER SLOPES SPECIFIED ON THE DRAWINGS UNLESS OTHERWISE INSTRUCTED BY THE EMPLOYER FOLLOWING ON-SITE INSPECTION OF SOIL CONDITIONS EXPOSED IN THE EXCAVATION.

x REFORMING OF EXISTING SLOPE BATTERS MAY BE REQUIRED TO ENSURE SATISFACTORY STABILITY IS ACHIEVED.

x WHERE INSTRUCTED BY THE EMPLOYER, A 0.5M DEEP RUNOFF INTERCEPTOR DRAIN SHALL BE LOCATED ABOVE EACH CUT AND CONNECTED TO THE SURFACE DRAINAGE SYSTEM.

2. DISPOSAL OF SURPLUS MATERIAL

x ALL SURPLUS MATERIAL FROM THE EXCAVATION SHALL BE PLACED AND COMPACTED IN SPOIL DISPOSAL AREAS PROVIDED BY THE EMPLOYER.

3. COMPACTION STANDARD

COMPACTION OF FILL EXCLUDING LINER COVER AND ANCHOR TRENCH SHALL MEET THE FOLLOWING REQUIREMENTS:

x COMPACTION WATER CONTENT RANGE FROM -2% TO +2% OF OPTIMUM MOISTURE CONTENT x MINIMUM DRY DENSITY RATIO OF 95% OF STANDARD MAXIMUM DRY DENSITY

4. LINER COVER :

x USE INSITU EXCAVATED SOILS WITH NO ROCKS > 3/8-INCH IN SIZE x THICKNESS OF THE LINER COVER AS PER SPECIFIED ON THE DRAWINGS x PLACE ON SIDE SLOPES FROM THE BOTTOM OF THE SLOPE UPWARD

x LINER COVER INCLUDING PLANTING SUBSTRATE SHALL BE COMPACTED USING LIGHT SMOOTH DRUM ROLLER

x NO COMPACTION DENSITY VERIFICATION REQUIRED 5. GEOTEXTILES

THE GEOTEXTILE SHALL BE A NON-WOVEN, SYNTETIC FABRIC WITH A MINIMUM GRAB TENSILE STRENGTH OF 900N AND MINIMUM ELONGATION AT BREAK OF 50% WHEN TESTED IN ACCORRDANCE WITH ASTM D4632.

6. GEOMEMBRANE

x GEOMEMBRANE SHALL BE SINGLE SIDED TEXTURED SHEET MADE FROM HDPE COMPLYING WITH GRI GM-13 STANDARD SPECIFICATION WITH A THICKNESS OF 1.0mm.

x PLACE SMOOTH SIDE AGAINST GEOMEMBRANE BASE AND TEXTURED SIDE AGAINST COVER SOIL.

x GEOMEMBRANE BASE SHALL BE PREPARED SUBGRADE FREE OF ALL VEGETATION, ORGANIC SOIL AND ANGULAR ROCKS. PROTUSIONS AND FOREIGN MATERIALS SHALL BE REMOVED, VOIDS FILLED, AND SURFACES MADE LEVEL OR UNIFORMLY SLOPING AS INDICATED IN THE DRAWINGS. THE SUBGRADE SHALL BE UNIFORMLY COMPACTED AND PROOF-ROLLED TO ENSURE AGAINST SETTLEMENT, AND ITS SURFACE IN A FIRM, CLEAN, DRY AND SMOOTH CONDITION DURING LINING INSTALLATION.

x GEOMEMBRANE SEAMS SHOULD ADOPT EXTRUSION WELD SEAMS FOR SEAMING PATCHES, POORLY ACCESSIBLE AREAS AND EXTREMELY SHORT SEAMS; DOUBLE WEDGE FUSION WELD SEAMS TO BE ADOPTED FOR SEAMING OF THE EDGES AND ENDS OF GEOMEMBRANE ROLLS OR PANELS TOGETHER.

7. ANCHOR TRENCH

x FOLLOW THE DIMENSIONS SHOWN ON THE DRAWINGS.

x THE ANCHOR TRENCH SHALL BE COMPLETED AROUND ALL PORTIONS OF THE GEOMEMBRANE LEADING EDGES.

x THE EXCAVATED ANCHOR TRENCH SHALL HAVE ROUNDED CORNERS IN ORDER TO HELP PROTECT THE GEOMEMBRANE.

x THE ANCHOR TRENCH SHALL BE FREE OF LOOSE SOILS.

x BACKFILL AND COMPACT THE ANCHOR TRENCH IN 150mm THICK LAYERS, USING HANDHELD EQUIPMENT TO ACHIEVE A DENSITY OR CONSISTENCY OF AT LEAST DENSE OR VERY STIFF IN ACCORDANCE WITH SNI 8460:2017

DRAINAGE - GENERAL

1. DRAINAGE CHANNELS (LINED OR UNLINED AS SHOWN ON THE DRAWINGS) SHALL BE CONSTRUCTED TO MINIMUM GRADE OF 1.0%.

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15th Floor, Talavera Office Park Jalan Letjen TB Simatupang Kav 22-26 Selatan

JAKARTA 12430 Tel : +62 21 2758 8200 Fax: +62 21 2758 8201

ISSUED FOR REVIEW

@ - AT

ALT - ALTERNATE

B - BOTTOM

C - CENTRAL

℄ - CENTRELINE C/C - CENTRE TO CENTRE CJ - CONSTRUCTION JOINT CCJ - CRACK CONTROL JOINT COL - COLUMN

CONC - CONCRETE COS - CHECK ON SITE CRS - CENTRES

D - DEFORMED BAR GRADE 400 DIA or ɸ - DIAMETER

DPC - DAMP PROOF COURSE DWG - DRAWING

EF - EACH FACE EL or ELEV - ELEVATION

EQ - EQUAL

EW - EACH WAY EX - OUT OF or FROM FF - FAR FACE

FFL - FINISHED FLOOR LEVEL FIG - FIGURE

 ^{- FLAT}

FGL - FINISHED GROUND LEVEL FL - FLOOR LEVEL

FND - FOUNDATION

FRR - FIRE RESISTANCE RATING FW - FILLET WELD

GALV - HOT DIPPED GALVANISED GL - GROUND LEVEL HORZ - HORIZONTAL HD BOLT - HOLDING DOWN BOLT HD GALV - HOT DIP GALVANISED ID - INTERNAL DIAMETER IL - INVERT LEVEL IP - INTERSECTION POINT LAR - LAP AT RANDOM MAX - MAXIMUM MIN - MINIMUM MS - MILD STEEL NA - NOT APPLICABLE

NB - NOMINAL BORE NF - NEAR FACE No. - NUMBER NOM - NOMINAL NTS - NOT TO SCALE O/A - OVERALL OD - OUTSIDE DIAMETER OPP - OPPOSITE PC - PRECAST CONCRETE PCD - PITCH CIRCLE DIAMETER

⅊ - PLATE

RAD - RADIUS

R - PLAIN BAR GRADE 240 RAD or R - RADIUS

REINF - REINFORCEMENT REQD - REQUIRED RB - REIDBAR

RBXXFN - REIDBAR FLANGE NUT RL - REDUCED LEVEL SFL - STRUCTURAL FLOOR LEVEL SIM - SIMILAR

SJ - SAWCUT JOINT SOP - SETTING OUT POINT S/S - STAINLESS STEEL STD - STANDARD STIR - STIRRUP

T - TOP

THK - THICK

TOC - TOP OF CONCRETE TOG - TOP OF GRATE TOS - TOP OF STEEL TYP - TYPICAL U/S - UNDERSIDE

UNO - UNLESS NOTED OTHERWISE

CHS - CIRCULAR HOLLOW SECTION EA - EQUAL ANGLE

PFC - PARALLEL FLANGE CHANNEL RHS - RECTANGULAR HOLLOW SECTION SHS - SQUARE HOLLOW SECTION TFB - TAPER FLANGE BEAM TFC - TAPER FLANGE COLUMN UEA - UNEQUAL ANGLE H - H - BEAM IWF - WIDE FLANGE

STANDARD ABBREVIATIONS:

STEELWORK ABBREVIATIONS:

ABBREVIATIONS AND GENERAL NOTES 1

PT. SUPREME ENERGY MUARA LABOH MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

B 15.08.2022 MT SJR SAV REVISED ISSUED FOR REVIEW: REVISED AS NOTED

TYPE OF BAR BAR DIAMETER

BAR LOCATION BAR SPACING D16 - 250 T & B

1. COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS.

x PRECAST CONCRETE STRENGTH MINIMUM f'c = 40 MPa x CAST-IN-SITU CONCRETE STRENGTH f'c = 30 MPa x LEAN CONCRETE f'c = 15 MPa

x STONE MASONRY, MORTAR STONEWORK f'c = 20 MPa

x OPEN CHANNEL CAST-IN-SITU CONCRETE STRENGTH f'c = 25 MPa 2. EDGES OF CONCRETE TO BE TYPICALLY CHAMFERED BY 20mm, UNO.

3. NO CONCRETE SHALL BE DEPOSITED IN ITS FINAL POSITION WITHOUT THE USE OF MECHANICAL VIBRATORS UNLESS AUTHORISED IN WRITING BY THE EMPLOYER.

4. THE CONTRACTOR SHALL FURNISH AND MAINTAIN ADEQUATE FORMERS AND SHORINGS UNTIL CONCRETE MEMBERS HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT ITS WEIGHT AND ANY LOADS TO BE IMPOSED. REFER TO ACI 347 FOR GUIDELINES.

5. ALL CONCRETE SHALL BE CURED FOR AT LEAST 14 DAYS AS DEFINED IN THE SPECIFICATION. AT NO TIME DURING THIS PERIOD SHALL ANY SURFACE BE EXPOSED TO DIRECT SUNLIGHT, SEVERE WINDS, OR BE ALLOWED TO COMPLETELY DRY OUT.

6. STRUCTURES THAT MAY BE EXPOSED TO HIGH CONCENTRATION OFF H2S SHALL BE CONSTRUCTED WITH TYPE V (SULFATE RESISTING) CEMENT AND MINIMUM COMPRESSIVE STRENGTH f'c OF 31 MPa.

7. CONCRETE COVER SHALL BE AS FOLLOW:

CONCRETE NOTES:

1. REINFORCING BARS SHALL BE BjTS 420A/B AS PER SNI 2052:2017.

2. PLAIN ROUND BARS SHALL BE BjTP 280 AS PER SNI 2052:2017.

3. WELDS SHALL NOT BE USED WITHOUT WRITTEN APPROVAL.

WELDING NOT PERMITTED TO REINFORCING BARS.

4. DEFORMED BARS SHALL NOT BE REBENT.

5. STANDARD HOOK DETAILS SHALL BE AS FOLLOW:

6. DEVELOPMENT LENGTH WITHOUT HOOK (Ld)

7. REINFORCING BAR NOTATION ON DRAWING IS AS FOLLOW:

REINFORCING NOTES: SURFACE PROTECTION FOR STEEL STRUCTURE:

1. ALL STRUCTURAL STEEL SHALL BE PROTECTED AGAINST CORROSION IN ACCORDANCE WITH EMPLOYERS REQUIREMENTS OR AT LEAST TO BE PAINTED WITH COMPOSITION AS FOLLOW:

- EPOXY PRIMER 75μm + EPOXY PAINT 150μm AND SHALL COMPLY TO ASTM E376.

CLIENT

PROJECT

TITLE

A A

H G F E D

H G F E D C B

C B

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ISSUED FOR REVIEW

STRUCTURAL ELEMENT CONDITION

MINIMUM CONCRETE

COVER SLAB & WALL (CONCRETE NOT

EXPOSED TO WEATHER AND NOT IN CONTACT WITH GROUND WATER)

COVER TO THE OUTERMOST LAYER OF BARS

20 OR db *

SLAB & WALL (CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH

WATER)

COVER TO THE OUTERMOST LAYER OF BARS

BEAM

COVER TO THE OUTERMOST SURFACE OF LONGITUDINAL

BARS

40 OR db *

COLUMN

COVER TO THE OUTERMOST SURFACE OF LONGITUDINAL

BARS

40 OR db *

CONCRETE IN CONTACT WITH EARTH

WITHOUT MASONRY &

LEAN CONCRETE 75 WITH MASONRY

& LEAN CONCRETE

TOLERANCE : PLUS 5 mm

CONCRETE COVER

SLAB & WALL BEAM & COLUMN

TOLERANCE : MINUS 0 mm

* WHICH EVER IS LARGER db = THE LARGEST BAR DIAMETER

db EL

4db or minimum 65 mm

STEEL GRADE D

db EL

D EL

GENERAL STIRRUPS & TIES

BEND ANGLE 180°

90°

D10, D13, D16, D19, D22, D25 OR BAR DIAMETER MAIN BAR

STIRRUP & TIES - db = BAR DIAMETER NOTES :

- D = BEND DIAMETER

- EL = EXTENSION LENGTH AT FREE END OF BAR

180° DEGREE BEND 90° DEGREE BEND 135° DEGREE BEND 90° DEGREE BEND

S10, S13, S16, S19, S22, S25 D29, D32, D36 OR S29, S32, S36

MINIMUM BEND DIAMETER

6 db 8 db

MINIMUM EL.

4db or minimum 65 mm D10, D13, D16, D22, D25 OR 12db

S10, S13, S16, S22, S25 D29, D32, D36 OR S29, S32, S36

6 db

8 db 12db

BjTP 280

135°

90°

4 db 6 db

- db = BAR DIAMETER NOTES :

ILLUSTRATION

GENERAL NOTES 2

PT. SUPREME ENERGY MUARA LABOH MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

BjTS 420A OR BjTS 420B

STEEL GRADE BEND ANGLE BAR DIAMETER MINIMUM

BEND DIAMETER MINIMUM EL.

LAP LENGTHS - FOR GRADE BjTS 420A/B REINFORCING BARS:

GENERALLY LAP LENGTH ARE SHOWN ON THE DRAWINGS.

WHERE NO LENGTH IS GIVEN, REFER TO RELEVANT TABLE BELOW:

TABLES ONLY APPLY WHERE COVER IS NOT LESS THAN 40mm AND CENTRE TO CENTRE SPACING IS NOT LESS THAN 100mm

LAP

FOR LAP LENGTHS REFER TABLE

12 D MIN.

15 D MAX.

D+7mm

COLUMN & WALL VERTICAL STEEL BAR

DIA.

CONCRETE STRENGTH - f'c (MPa) 20

10 13 16 20 25 28 32

25 30 40 20 25 30 40

600 700 900 1150 1400 1600 1800

500 650 800 1000 1250 1400 1600

500 600 750 950 1150 1300 1500

400 550 650 800 1000 1150 1300

750 900 1200 1500 1850 2050 2350

650 800 1050 1300 1650 1850 2100

600 750 950 1200 1500 1700 1900

550 650 850 1050 1300 1450 1650 WALL HORIZ., TOP BEAM/SLAB STEEL

WELDED WIRE MESH REINFORCEMENT LAP AS SHOWN BELOW.

PARALLEL OFFSET LAP

25 MIN.

50 MIN.

∅10, ∅12, ∅16 OR P10, P12, P16

STAINLESS STEEL NOTES:

1. ALL STRUCTURAL STAINLESS STEEL MEMBERS, BOLTS, PLATES GRADE SHALL BE GRADE 316L.

EL+1438.000

CLTankCLTank

TSRNrstCLTank

N

OVERALL SITE PLAN

SCALE 1:7000

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A A

H G F E D

H G F E D C B

C B

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15th Floor, Talavera Office Park Jalan Letjen TB Simatupang Kav 22-26 Selatan

JAKARTA 12430 Tel : +62 21 2758 8200 Fax: +62 21 2758 8201

0 10 20

140 240 380 520 700m

SCALE 1:7000 (A1) E. 739 000

E. 738 500

E. 738 000

E. 737 500

E. 737 000

E. 736 500

N. 9 821 000

N. 9 821 500

N. 9 822 000

N. 9 822 500

N. 9 823 000

N. 9 823 500

N. 9 824 000

NOTED OTHERWISE.

2. COORDINATE GRID AND DATUM IS UTM 47 M AND WGS 84.

N. 9 820 500

WELLPAD ML-C

WELLPAD ML-D

WELLPAD ML-B BLOCK 0

N. 9 819 500 N. 9 819 000

WELLPAD ML-A

OVERALL SITE PLAN

PT. SUPREME ENERGY MUARA LABOH MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

B 14.04.2022 MT SJR TA ISSUED FOR REVIEW

C 15.08.2022 MT SJR SAV REVISED ISSUED FOR REVIEW: REVISED AS NOTED

ISSUED FOR REVIEW POWER PLANT

WELLPAD ML-F

WELLPAD ML-H MAIN ROAD FROM BLOCK 0

TO POWER PLANT

ROAD TO WELLPAD ML-B

ROAD TO WELLPAD ML-D

ROAD TO WELLPAD ML-F

ROAD TO WELLPAD ML-H

WELLPAD ML-E

WETLAND AREA REFER TO DRAWING NO. ML-C-CS-S00-0011

N. 9 820 000

LEGEND:

EXISTING CONTOUR

EXISTING SEASONAL GULLY/ RIVER

N. 9 820 500

E.736 650 E.736 700 E.736 750 E.736 800 E.736 850 E.736 900

N. 9 820 450

N. 9 820 400

N. 9 820 350

N. 9 820 300

1348.0301347.4051344.6851330.9871347.0701346.941344.6201339.4201338.9101332.9801332.8501331.4701347.2001346.7101345.5901344.5201343.4901343.0401334.9901333.320

1345 1340

1335

1335 1330

1330 1325

1300

1305

1350

1355 1345

1360

1365 1330

1330

1305

1305 1305

1305

1305 1305

1305

1345

N

PLAN

SCALE 1:500

2. ALL ELEVATIONS AND COORDINATES ARE IN METERS UNLESS NOTED OTHERWISE.

3. COORDINATE GRID AND DATUM IS UTM 47 M AND WGS 84.

4. EXISTING GROUND SURFACES ARE BASED ON TOPOGRAPHIC DATA PROVIDED BY SEML.

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H G F E D

H G F E D C B

C B

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LEGEND:

MAJOR CONTOUR MINOR CONTOUR FILL CONTOUR CUT CONTOUR

EXISTING SEASONAL GULLY EXISTING DRAINAGE

ATTACHED XREF FILES AI004000-ECC-DM-0001.DWG AI004000-ECC-DM-0010.DWG

0 10 20 30 40 50m

SCALE 1:500 (A1) 5

ISSUED FOR REVIEW

EXISTING PIPELINE EXISTING

SEASONAL GULLY EXISTING ACCESS ROAD

BERM RL. +1347.5 BERM

RL. +1345.5 BERM RL. +1343.5 BERM RL. +1340.0 BERM

RL. +1331.0

BANGKO KERUH RIVER

WETLAND INLET

REFER TO DRAWING NO. ML-C-CS-S00-0020 FOR DETAIL OPEN CHANNEL WITH TRASH RACK 2mx5m

REFER TO DRAWING NO. ML-C-CS-S00-0020 FOR DETAILS

WETLAND 1 OUTLET WITH WEIR (TYP.)

REFER TO DRAWING NO. ML-C-CS-S00-0014 FOR DETAIL WETLAND 2 OUTLET WITH WEIR (TYP.)

REFER TO DRAWING NO. ML-C-CS-S00-0014 FOR DETAIL

STREAM DIVERSION

CUTOFF DRAIN (TYP.) EXISTING DRAIN

CEMENTED RIP RAP CHANNEL (TYP.) REFER TO DRAWING NO.

ML-C-CS-S00-0015 FOR DETAIL

CEMENTED RIP RAP CHANNEL (TYP.) REFER TO DRAWING NO.

ML-C-CS-S00-0015 FOR DETAIL HDPE PIPE DRAIN DN355

RIP-RAP

EFFLUENT WATER PIPE FROM POWER PLANT (HDPE PIPE DRAIN DN315) DEEP ZONE (TYP.)

REFER TO DRAWING NO. ML-C-CS-S00-0015 FOR DETAIL CELL OUTLET WITH WEIR (TYP.) REFER TO DRAWING NO. ML-C-CS-S00-0014 FOR DETAIL

CS-S00-0013

HDPE PIPE DRAIN CUTOFF DRAIN RELOCATED STREAM

CEMENTED RIP RAP CHANNEL PERIMETER FENCE

(TYP.)

PERIMETER FENCE

WETLAND 1

DIRECTION OF FLOW

1 CELL NUMBER

GENERAL INFORMATION OF WETLANDS

WETLAND CELL

BOTTOM ELEVATION

(RL. m)

BASE AREA (m²)

VOLUME (m³)

1 1346.50 326.00 215.00

2 1344.50 460.00 273.00

3 1342.50 383.00 243.00

4 1339.00 294.00 190.00

2 5 1330.00 615.00 309.00

TOTAL 2 078.00 1 230.00

1 2

3 4 5

IL.+1343.04

IL.+1343.49 IL.+1344.52

IL.+1345.59 IL.+1346.71

IL.+1347.20 IL.+1348.03

IL.+1347.405 IL.+1346.94

IL.+1344.685 IL.+1344.62 IL.+1339.42 IL.+1338.91 IL.+1334.99

IL.+1333.32

IL.+1332.98 IL.+1331.47 IL.+1332.85

IL.+1330.987

WETLAND 2

ENLARGED WETLAND SITE PLAN 1

PT. SUPREME ENERGY MUARA LABOH MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

C 15.08.2022 MT SJR SAV REVISED ISSUED FOR REVIEW: REVISED AS NOTED

CLTank

TSRN

tCLTank

1330

1350 1360

1370 1360

1380

1390

1350 1330 1340

1320 1310

1400 1380 1370

1360

1390

N

0 10 20

20 40 60 80 100m

SCALE 1:1000 (A1)

PLAN

SCALE 1:1000 N = 9 820 400

E = 736 700

TO WELL PAD ML-E

2. ALL ELEVATIONS AND COORDINATES ARE IN METERS UNLESS NOTED OTHERWISE.

3. COORDINATE GRID AND DATUM IS UTM 47 M AND WGS 84.

CLIENT

PROJECT

TITLE

A A

H G F E D

H G F E D C B

C B

Cad File: C:\Users\hsugeng\Jacobs\Supreme Energy Muara Laboh Geothermal - Drawings\Civil\Dwg\IFT\ML-C-CS-S00-0012_C_ENLARGED WETLAND SITE PLAN 2.dwg

CLIENT

15th Floor, Talavera Office Park Jalan Letjen TB Simatupang Kav 22-26 Selatan

JAKARTA 12430 Tel : +62 21 2758 8200 Fax: +62 21 2758 8201

ISSUED FOR REVIEW

EFFLUENT WATER PIPE FROM POWER PLANT (DN315)

EXISTING POWER PLANT STAGE-1 WETLAND

AREA

EXISTING

STORM WATER POND (STAGE 1) BANGKO KERUH

RIVER

LEGEND:

MAJOR CONTOUR MINOR CONTOUR FILL CONTOUR CUT CONTOUR

EXISTING SEASONAL GULLY/ RIVER

EXISTING DRAINAGE HDPE PIPE DRAIN CUTOFF DRAIN STREAM DIVERSION

CONDENSATE PIPE FROM POWER PLANT

(UNDER GROUND HDPE PIPE DN450) EXISTING PIPELINE

BURIED HDPE PIPE DN355

TO POWER PLANT EXISTING

MAIN ACCESS ROAD

CEMENTED RIP RAP CHANNEL PERIMETER FENCE

E = 736 800 E = 736 900 E = 737 000 E = 737 100 E = 737 200

N = 9 820 300

N = 9 820 200

N = 9 820 100

ENLARGED WETLAND SITE PLAN 2

PT. SUPREME ENERGY MUARA LABOH MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

B 14.04.2022 MT SJR TA ISSUED FOR REVIEW

C 15.08.2022 MT SJR SAV REVISED ISSUED FOR REVIEW: REVISED AS NOTED

CONNECTED TO THE DISCHARGE POINT OF THE CONDENSATE TO POND RIP RAP

1335

1330

1325 1340 1345 1350 1355

1335

1330

1325 1340 1345 1350 1355

1340 1345 1350 1355

1335 1340 1345 1350

1335 1340 1345

1330

1335 1340 1345

1330

1325 1330 1335 1340

NOTES

1. ALL DIMENSIONS ARE IN METERS UNLESS NOTED OTHERWISE.

2. ALL ELEVATIONS AND COORDINATES ARE IN METERS UNLESS NOTED OTHERWISE.

3. COORDINATE GRID AND DATUM IS UTM 47 M AND WGS 84.

4. EXISTING GROUND SURFACES ARE BASED ON TOPOGRAPHIC DATA PROVIDED BY SEML.

CLIENT

PROJECT

TITLE

A A

H G F E D

H G F E D C B

C B

Cad File: C:\Users\hsugeng\Jacobs\Supreme Energy Muara Laboh Geothermal - Drawings\Civil\Dwg\IFT\ML-C-CS-S00-0013_C_ENLARGED WETLAND SECTIONS.dwg

CLIENT

15th Floor, Talavera Office Park Jalan Letjen TB Simatupang

SCALE 1:250

5 4 3 2 1

5 10 15 20 25m

(A1) 0

ISSUED FOR REVIEW

VARIES 4.91 ~ 13.19 VARIES

6.51 ~ 13.94 VARIES

8.49 ~ 16.85

10.00 4.50 3.00 3.00

VARIES 11.33 ~ 32.30

DEEP ZONE (TYP.)

REFER TO DRAWING NO. ML-C-CS-S00-0015 0.60 (TYP.) FREEBOARD

1.0mm HDPE GEOMEMBRANE

REFER TO DRAWING NO. ML-C-CS-S00-0017 VARIES 8.15 ~ 17.61

SECTION 1

SCALE 1:250 CS-S00-0011

ENLARGED WETLAND SECTIONS

PT. SUPREME ENERGY MUARA LABOH MUARA LABOH GEOTHERMAL POWER PROJECT WETLAND DESIGN

C 15.08.2022 MT SJR SAV REVISED ISSUED FOR REVIEW: REVISED AS NOTED

VARIES 7.70 ~ 18.49

DESIGN SURFACE (TYP.)

1.00

SECTION 2

SCALE 1:250 CS-S00-0011 EXISTING

GROUND SURFACE

VARIES 13.93 ~ 32.54

2.50

EXISTING GROUND SURFACE

SECTION 3

SCALE 1:250 CS-S00-0011

VARIES 11.12 ~ 29.66

1.50

SECTION 4

SCALE 1:250 CS-S00-0011 EXISTING

ACCESS ROAD

VARIES 7.60 ~ 15.90

SECTION 5

SCALE 1:250 CS-S00-0011 EXISTING

ACCESS ROAD

VARIES 2.42 ~ 31.99

0.60 (TYP.) FREEBOARD

SECTION 6

SCALE 1:250 CS-S00-0011 EXISTING

ACCESS ROAD

CELL 1 CELL 2

CELL 3 CELL 4

WETLAND 2

1 2 1

1 2

CELL 1

CELL 2

CELL 3 CELL 4

WETLAND 2 RL. +1330.0

RL. +1339.0

RL. +1342.5

RL. +1344.5

RL. +1346.5

RL. +1344.5

RL. +1342.5

RL. +1339.0

RL. +1330.0 RL. +1331.0

RL. +1340.0

RL. +1343.5

RL. +1345.5

RL. +1347.5

STREAM DIVERSION RL. +1347.5

RL. +1345.5

RL. +1343.5

RL. +1340.0

RL. +1331.0

CUT OFF DRAIN

CUT OFF DRAIN CUT OFF DRAIN

CUT OFF DRAIN

DIRECTION OF FLOW

LEGEND:

TRASH RACK

REFER TO DRAWING NO. ML-C-CS-S00-0020

Dalam dokumen Enquiry Document for Civil Facility Provision (Halaman 125-145)