anexo 5. notas técnicas (versión española)8 mapa de red vial de nicaragua 2012 dato digital copia...

ANEXO 5. Notas Técnicas

(versión española)

Anexo 5-1

5. Notas Técnicas (versión española)

Anexo 5-2

Anexo 5-3

Anexo 5-4

Anexo 5-5

Anexo 5-6

Anexo 5-7

Anexo 5-8

Anexo 5-9

Anexo 5-10

Anexo 5-11

Anexo 5-12

Anexo 5-13

Anexo 5-14

Anexo 5-15

Anexo 5-16

Anexo 5-17

Anexo 5-18

Anexo 5-19

Anexo 5-20

Anexo 5-21

Anexo 5-22

ANEXO 6. Listado de Datos Recopilados

Anexo 6-1

6. Listado de Datos Recopilados

Nombre del Estudio: Estudio Preparatorio para el Proyecto de Construcción del Puente Paso Real en la

República de Nicaragua

No.

Nombre de Dato

Modalidad

(documento /

video / mapa/

foto, etc.)

Original /

copia

Órgano

emisor

1 Mapa geológico de Nicaragua 1-750000 Dato digital copia MTI

2 Informe Hidrotécnico, marzo 2001 Dato digital copia MTI

3 Reglamentos Nacionales de Construcción RNC-07 Dato digital copia MTI

4 Mapa de Áreas de Inundaciones de Nicaragua Dato digital copia MTI

5 Mapa de Riesgos del Deslizamiento Matiguás Dato digital copia MTI

6 Mapa de Riesgos del Deslizamiento Muy Muy Dato digital copia MTI

7 Terremotos y Huracanes de Nicaragua Dato digital copia MTI

8 Mapa de Red Vial de Nicaragua 2012 Dato digital copia MTI

9 Antecedentes del Destruido Puente Paso Real Original Dato digital copia MTI

10 Inventario Vial de NIC. 21- B

(Empalme Muy Muy - Puerto Cabezas) Dato digital copia MTI

11 Inventario de Puentes de NIC-21B Dato digital copia MTI

12 Estudio de tráfico: TPDA-Tramos de Paso Real Dato digital copia MTI

13 Estudio de Diseño Básico de Paso Real Julio 2011 Dato digital copia MTI

14 Precio unitario de materiales prefabricados Nov. 2013 Dato digital copia MTI

15 Precio de Herramientas y Equipos de Construcción

Nov. 2013 Dato digital copia MTI

16 Precio de Materiales de Construcción Nov. 2013 Dato digital copia MTI

17 Precio Unitario de Mano de Obra Dato digital copia MTI

18 Rendimiento de Mano de Obra Dato digital copia MTI

19 Número de Vehículos Matriculados

Parque Vehicular 2002-2012 final Dato digital copia MTI

20 Tráfico Cruzado de Fronteras TPDA-Fronteras HN-CR Dato digital copia MTI

21 Indices de Mapas INETER Dato digital copia MTI

22

Otros Proyectos Relacionados DANIDA BCIE

INVERSIONES EXTERNAS - MTI elaborado

21-NOV 2013

Dato digital copia MTI

23 Diagnóstico y Evaluación del Puente Paso Real

Ficha de Paso Real Provisional Dato digital copia MTI

24 Situación Actual de la Industria Primaria Dato digital copia MTI

25 Mapa Meteorológico NIC Dato digital copia MTI

26 Mapa Topográfico 1-50000 Dato digital copia MTI

27 Organigrama de MTI Documento copia MTI

MTI: Ministerio de Transporte e Infraestructura

MAY 2014

kiyotani

長方形

No.No. ofSheets

1 LOCATION MAP 1 PR - 01

2 GENERAL NOTES 1 PR - 02

3 GENERAL PLAN OF APPROACH ROAD 1 PR - 03

4 GENERAL PROFILE OF APPROACH ROAD 1 PR - 04

5 GENERAL VIEW OF PASO REAL BRIDGE 1 PR - 05

6 STRUCTURAL DRAWING OF SUPERSTRUCTURE OF PASO REAL BRIDGE 1 PR - 06

7 STRUCTURAL DRAWING OF A1 ABUTMENT 1 PR - 07

8 STRUCTURAL DRAWING OF A2 ABUTMENT 1 PR - 08

9 STRUCTURAL DRAWING OF P1 BRIDGE PIER 1 PR - 09

10 TYPICAL CROSS SECTION OF APPROACH ROAD 1 PR - 10

11 TYPICAL CROSS SECTION OF ACCESS ROAD 1 PR - 11

12 CROSS SECTION OF APPROACH ROAD 7 PR - 12 ～18

13 PLAN OF APPROACH ROAD ( DRAINAGE ) 2 PR - 19 ～20

14 STRUCTURE OF DRAINAGE FACILITIES 6 PR - 21 ～26

15 PLAN OF APPROACH ROAD ( ANCILLARY ) 2 PR - 27 ～28

16 DETAIL OF CEMENT CONCRETE PAVEMENT 1 PR - 29

17 STANDARD TREATMENT OF ACCESS ROAD 1 PR - 30

18 ROCKFALL PROTECTION FENCE 2 PR - 31 ～32

19 STAIRS 1 PR - 33

20 ANCILLARY WORK 1 PR - 34

21 PEDESTRIAN MARKINGS 1 PR - 35

22 PLAN OF APPRACH ROAD (ROAD SIGNS) 2 PR - 36 ～37

23 REGULATORY/PROHIBITORY ROAD SIGNS 1 PR - 38

24 GROUTED RIPRAP REVETMENT 1 PR - 39

25 RIVER BED PROTECTION WORKS 1 PR - 40

26 REINFORCEMENT PLAN OF EXISTING TEMPORARY BRIDGE 1 PR - 41

27 TEMPORARY PIER 1 PR - 42

DRAWING TITLE

CONTENTS OF DRAWINGS (PASO REAL BRIDGE)

DRAWING No.

CTI ENGINEERING INTERNATIONAL CO., LTD.

TITLE : Drawing No.THE PREPARATORY SURVEY ONMINISTRY OF THE PROJECT FOR CONSTRUCTION

OF PASO REAL BRIDGEIN THE REPUBLIC OF NICARAGUA

JAPAN INTERNATIONAL COOPERATION AGENCYSCALE(A1size)

TRANSPORT AND INFRASTRUCTURE(MTI)

DATEMAY 2014

PR-LOCATION MAP 01

APPLICATION

2. CONCRETE

GENERAL

CROSS FALL SECION

FHi %i %

1.

ROAD

SUPER ELEVATION SECTION

FH

i %i %

(UNDIVIDED)

4.4

18

24

21

CONSTRUCTION JOINT

e.

f.

g.

3.

4.

5.

-

-

-

-

c. CONCRETE COVER TO THE SURFACE OF REINFORCEMENT

MINIMUM CONCRETE COVER TO THE SURFACE OF REINFORCEMENT SHALL BE 35mm

FOR BEAM AND 40mm FOR COLUMN IN THE ATMOSPHERE, 70mm FOR COLUMN AND

FOOTING UNDER EARTH UNLESS SHOWN OTHERWISE ON DRAWINGS.

1. SCALE

ATTENTION IS DIRECTED TO THE FACT THAT THE SCALES INDICATED IN THE

DRAWINGS ARE FOR A1-SIZE. WHEN PRINTED ON OTHER SIZES, THE SCALES

SHALL BE READ ACCORDINGLY.

2. UNIT

ALL DIMENSIONS SHOWN IN THE DRAWINGS ARE IN MILLIMETERS UNLESS

OTHERWISE SPECIFIED.

ALL ELEVATIONS SHOWN IN THE DRAWINGS ARE IN METERS, AND ARE LOCALLY

ESTABLISHED BASED ON TEMPORARY BENCH MARK OF THIS PROJECT.

3. COORDINATE SYSTEMALL COORDINATE VALUES IN THE DRAWINGS ARE CONFORMITY WITH "WGS84

UTM ZONE 16N".

ALL COORDINATES AND LEVELS ARE GIVEN IN METRES.

4. TECHNICAL STANDARDS

5. SHOP DRAWING

THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE CONSULTANT PRIOR

TO COMMENCEMENT OF THE WORK.

THE CONTRACTOR SHALL CONSTRUCT AND MAINTAIN DETOURS WHERE

NECESSARY DURING CONSTRUCTION TO ACCOMMODATE EXISTING TRAFFIC.

DETOURS SHALL BE DESIGNED BY THE CONTRACTOR SUBJECT TO APPROVAL BY

THE CONSULTANT.

ALL FALSE WORK AND TEMPORARY STRUCTURES SHALL BE DESIGNED BY THE

CONTRACTOR AND SHALL BE SUBJECTED TO THE APPROVAL BY THE

CONSULTANT.

6.

7.

REINFORCED CONCRETE SUPERSTRUCTURES SUCH AS RC

SLABS. HEAVILY REINFORCED SUBSTRUCTURES SUCH AS

ABUTMENTS, PIER, FOOTINGS, CAST-IN-PLACE BORED

PILES. REINFORCED CONCRETE STRUCTURES SUCH AS

U-DITCH CONCRETE COVER OR AS INDICATED IN THE

DRAWINGS.

REINFORCED CONCRETE STRUCTURES SUCH AS

U-DITCHES, BOX CULVERT, STAIRS. CONCRETE

STRUCTURES SUCH AS CEMENT CONCRETE PAVEMENT OF

THE BRIDGE OR AS INDICATED IN THE DRAWINGS.

UNREINFORCED OR LIGHTLY REINFORCED STRUCTURES

SUCH AS GRAVITY CONCRETE FOUNDATION FOR ROCKFALL

PROTECTION FENCE, GROUTED RIPRAP REVETMENT,

U-DITCH, V-SHAPED DITCH, LEAN CONCRETE, OR AS

INDICATED IN THE DRAWINGS.

b. BAR BENDING, SPLICING, AND PLACING

THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR APPROVAL OF SHOP

DRAWINGS INDICATING THE BENDING, CUTTING, SPLICING AND INSTALLATION OF

ALL REINFORCING BARS.

BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL

NOT BE FIELD BENT UNLESS PERMITTED BY THE CONSULTANT.

BAR SPLICING NOT INDICATED ON DRAWINGS SHALL BE SUBJECT TO THE

APPROVAL OF THE CONSULTANT.

WELDED SPLICES, IF APPROVED BY THE CONSULTANT, SHALL DEVELOP IN

TENSION AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS.

NOT MORE THAN 50% OF THE BARS AT ANY ONE SECTION SHALL BE SPLICED.

UNLESS OTHERWISE SHOWN ON DRAWINGS. THE CLEAR DISTANCE BETWEEN

PARALLEL BARS IN LAYER SHALL BE MORE THAN 40mm OR 4/3 TIMES THE

MAXIMUM SIZE OF COARSE AGGREGATE OR SHALL NOT BE LESS THAN 1.5 TIMES

THE NOMINAL DIAMETER OF THE BAR.CENTRAL AMERICA ROAD GEOMETRY DESIGN GUIDELINE(SECRETARIA DE

INTEGRACION ECONOMICA CENTROAMERICANA)

NICARAGUA CONSTRUCTION STANDARD (MINISTRY OF TRANSPORT AND

INFRASTRUCTURES)

AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES

AASHTO A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS

AASHTO URBAN COLLECTOR ROAD

AASHTO DESIGN OF PAVEMENT STRUCTURES

DESIGN SPECIFICATIONS OF HIGHWAY BRIDGES (JAPAN ROAD ASSOCIATION)

RIVER MANAGEMENT FACILITIES DESIGN STANDARD (JAPAN RIVER

ASSOCIATION)

-

-

-

-

-

-

-

-

CEMENT CONCRETE PAVEMENT OF APPROACH ROAD

COMPRESSIVESTRENGTH

(N/mm2)

BENDINGSTRENGTH

(N/mm2) (1)

(2)

(3)

(4)

(5)

(6)

INCLUDE NOTES ON BORED PILES (CAST IN PLACE)

BORED PILES SHALL BE 2.5mØ FOR ABUTMENT A1 & A2. ESTIMATED LENGTH PER PILE

SHALL BE 19.0m FOR ABUTMENT A1 AND 8.0m FOR ABUTMENT A2. MINIMUM EMBEDMENT

OF BOTTOM OF PILES IS 50cm INTO BEARING LAYER WITH AN ULTIMATUM BEARING

CAPACITY OF 3,000kN/m. IF THE ABOVE CONDITION IS NOT MET DURING CONSTRUCTION,

THE PILE SHOULD BE INCREASED/INCREASED AND THE CONSULTANT SHOULD BE

NOTIFIED FOR CONFIRMATION.

FORMWORK

FORMWORKS SHALL BE CONSTRUCTED SUCH THAT IT WILL NOT YIELD UNDER THE

LOAD AND SHALL BE SUCH AS TO AVOID THE FORMATION OF FINE. ALL CORNERS OF

CONCRETE MEMBERS SHALL BE CHAMFERED TO 20mm UNLESS NOTED OTHERWISE

ON DRAWINGS. STRIPPING OF FORMS AND SHORES SHALL BE AS DESIGNATED BY THE

CONSULTANT. THE FOLLOWING MAYBE USED AS A GUIDE :

PROTECTION AND CURING OF CONCRETE

CONCRETE SURFACES SHALL BE PROTECTED FROM HARMFUL EFFECTS OF SUN.

WIND AND RUNNING WATERS SHALL BE KEPT DAMP FOR AT LEAST 7 DAYS.

STRUCTURAL STEEL

THE CONTRACTOR SHALL PREPARE AND SUBMIT SHOP DRAWINGS FOR ALL

STRUCTURAL STEEL WORK. THESE SHOP DRAWINGS SHALL BE APPROVED BY THE

CONSULTANT BEFORE ANY FABRICATION COMMENCES.

SHORING

CAMBER FOR STEEL SUPERSTRUCTURES WERE DETERMINED BASED ON THE USE OF

SHORINGS DURING CONSTRUCTION.

THE POSITION AND FORM OF ANY CONSTRUCTION JOINT SHALL BE AS WITH THE

CONSULTANT.FALSEWORK

ALL FALSEWORK SHALL BE DESIGNED BY THE CONTRACTOR SUBJECT TO THE

APPROVAL BY THE CONSULTANT.FORMATION HEIGHT(FH)

DESIGN ELEVATION STIPULATED AS "FORMATION HEIGHT" IN THE DRAWINGS

SHALL BE DEFINED BY FOLLOWING POINTS.

d.

MATERIAL1. REINFORCING BAR

REINFORCING STEEL SHALL BE DEFORMED HIGH YIELD BARS GRADE 60 IN

COMPLIANCE WITH ASTM A615M OR EQUIVALENT.

REINFORCING FABRIC SHALL COMPLY WITH ASTM A185M.

BAR MAT REINFORCEMENT FOR CONCRETE SHALL CONFORM TO THE

REQUIREMENTS OF ASTM A184M.

ALL REINFORCING BARS SHALL HAVE DEFORMED SURFACES.

REINFORCING STEEL SHALL BE FREE OF MILL SCALES, OR ANY SUBSTANCES

WHICH WILL WEAKEN THE BOND WITH CONCRETE.

-

-

-

-

-

THE SETTING OUT AND THE ELEVATIONS OF THE DIFFERENT COMPONENTS OF

THE STRUCTURE SHALL BE APPROVED BY THE CONSULTANT PRIOR TO THE

START OF ANY CONSTRUCTION WORK.

1. REINFORCED CONCRETE

CONSTRUCTION SHALL MEET THE SPECIFICATIONS UNDER ITEMS OF TECHNICALSTANDARDS.

CONSTRUCTION

2. REINFORCED CONCRETE

a. CONCRETE MIX AND PLACING

DESIGN OF CONCRETE MIX SHALL MEET THE DESIGN CONCRETE STRENGTH

GIVEN UNDER ITEM 1 AND 2 OF MATERIALS.

CONCRETE SHALL BE DEPOSITED, VIBRATED AND CURED IN ACCORDANCE

WITH THE SPECIFICATIONS

THE CONTRACTOR SHALL SUBMIT TO THE CONSULTANT FOR APPROVAL

PLACING SEQUENCES FOR ALL CONCRETE WORK.

(1)

(2)

(3)






DATEMAY 2014

PR-NONE

GENERAL NOTES 02

Casa

Casa

Casa

Casa

Casa

Casa

Casa

Escuela Ruben Dario

Alc

BM2

BM1

SEÑAL

SEÑAL

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

X

X

X

XX

XX

XX

XX

XX

X

XX

XX

XX

X

X

X

XX

X

X

X

X

X

X

X

X

X

X

XX

X X X X X X X X X X X X X X X X X X

X X XX

XX

X

XXXXXXXXXX

XX

XX

X

X

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

X

X

X

X

XXX

XX

X

X

X

X

X

X

X

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

X X X X

XXXXX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

X

XX

X

XX

X

X

X

X

X

X

X

X

X

X X X X

X X X X X

PT

PTPT

PTPTPTPTPTPTPT

PTPTPT

PT

PT

PT

PT

PT

PT

PL

PL

PL

PL

PL

NO.0+0.000R=∞

NO.0+62.192

NO.0+680.000

R=∞

NO.0+100

NO.0+200 NO.0+300

8.0%

NO.0+400 NO.0+500 NO.0+600IP.1

BP

EP

BC.1

N






DATEMAY 2014

PR-

END POINT

L=22

5.0m

APPR

OAC

H R

OAD

START POINT

BRIDGE LENGTH L=170.0m APPROACH ROAD L=285.0m

　　GENERAL PLAN OF APPROACH ROADS=1:1000

EXISTING TEMPORARY BRIDGE

03

230.00

240.00

250.00

260.00

R=90

2.5%

2.5%

2.5%

3.5%

3.5%

2.5% 2.5%

2.5%

+020

+040

+060

+080

+100

+120

+140

+160

+180

+200

+220

+240

+260

+280

+300

+320

+340

+360

+380

+400

+420

+440

+460

+480

+500

+520

+540

+560

+580

+600

+620

+640

+660

+680

+062.192

+171.973

259.509

L=109.781

DL=220.00

0+000

END POINT

STATION

HEIGHTFORMATION

ALIGNMENTVERTICAL

HEIGHTGROUND

CURVATUREHORIZONTAL

ELEVATIONSUPER

L=62.192R=∞

L=508.027R=∞

START POINT

L=60.000

leveli=7.969%L=130.000 2

49.640

260.000

260.000 i=0.750%L=460.000 2

46.190 i=2.300%

L=30.000 245.500

VCL=40 K=5

VCL=65

VCL=60

0+040

K=9

K=39

0+080

0+157.5

0+620

0+222.5

0+680

+190

260.00

260.00

260.00

259.43

259.37

258.48

257.00

255.26

253.12

251.17

250.00

249.37

247.96

246.91

246.24

246.00

236.73

235.13

230.69

230.00

231.97

241.81

246.30

246.67

247.00

246.48

246.79

247.00

246.28

246.00

246.00

246.00

246.00

246.00

246.00

245.85

245.00

260.000

260.000

260.000

259.602

258.406

256.812

255.218

253.625

252.034

250.718

250.227

249.846

249.418

249.265

249.115

248.965

248.815

248.665

248.515

248.365

248.215

248.065

247.915

247.765

247.615

247.465

247.315

247.165

247.015

246.865

246.715

246.565

246.415

246.213

246.074

245.908

245.500

▽ HWL=244.50251.193

248.66

+650

246.00

BRIDGE LENGTH L=170.0mAPPROACH ROAD L=225.0m APPROACH ROAD L=285.0m

0+225

0+395

WIDENING 1.40

1.40

1.40

1.40

+032.192

260.00

260.000

+201.973

247.86

249.731






DATEMAY 2014

PR-　　GENERAL PROFILE OF APPROACH ROADH=1:1000V=1:200

04

230.00

240.00

250.00

260.00

R=90

+140

+160

+180

+200

+220

+240

+260

+280

+300

+320

+340

+360

+380

+400

+420

+171.973

L=109.781

DL=220.00

STATION

HEIGHT

FORMATION

ALIGNMENT

VERTICAL

HEIGHT

GROUND

CURVATURE

HORIZONTAL

ELEVATION

SUPER

L=508.027

R=∞

i=7.969%L=130.000

249.640 i=0.750%L=460.000

+190

3.5%

2.5% 2.5%

PROFILE SCALE 1:500

GENERAL VIEW OF PASO REAL BRIDGE

PLAN SCALE 1:500

Casa

Casa

E

SondeoCBR

CBR

CBR

CBR

NO.0+171.973

R=90

R=∞

L=109.781

NO.0+200

NO.0+300

NO.0+400

No.0+225

No.0+310

No.0+395

Concrete

SONDEO

NO.A

SONDEO

NO.B

SONDEO

NO.2

SONDEO

NO.1

253.12

251.17

250.00

249.37

247.96

246.91

246.24

246.00

236.73

235.13

230.69

230.00

231.97

241.81

246.30

246.67

253.625

252.034

250.718

250.227

249.846

249.418

249.265

249.115

248.965

248.815

248.665

248.515

248.365

248.215

248.065

247.915

251.193

248.66

H.W.L ▽244.5

0+157.5

0+222.5

VCL=65 K=9

270.00

BM2

SONDEO NO.1

SONDEO NO.ASONDEO NO.B

SONDEO NO.2

BM1

N

170000

169800

84150 84250

No.0+225

3000 3000

No.0+395

A1 P1

A2

14000

14000

15000

12500

8500

6000

3000

2-CCP 2500L=19.0m

M

A1

3-CCP 2500L=8.0m

F

A2

M

21500

170000

50169800150

84150 84250

+225

249.377

246.74

A1 +310

248.740

233.04

P1 +395

248.103

246.21

A2

FH=249.377

FH=248.740

FH=248.103

P1 ▽245.00▽245.00

▽246.51

700 700

10000

12280

10830

150

700

50

700

5500

3000

8500






DATEMAY 2014

PR-GENERAL VIEW OF PASO REAL BRIDGE AS SHOWN

84.150 + 84.250 m

1.000m(FOOTWAY) + 7.500m(LANE) + 1.000m(FOOTWAY)

SECONDARY PRINCIPAL ROAD

DESIGN CRITERIA

170.000m

LIVE LOAD AASHTO HS20-44×125% OR EQUIVALENT

BRIDGE LENGTH

SPAN LENGTH

TOTAL WIDTH

kh=0.25(DIRECTION OF BRIDGE AXIS)

kh=0.25(BRIDGE AXIS RIGHT-ANGLED DIRECTION)

CLASSIFICATION OF ROAD

DESIGN SPEED 40km/h

REVERSED Ｔ-ABUTMENT, WALL TYPE CONCRETE PIER

CAISSON PILE(A1, A2), SPREAD FOUNDATION(P1)

SUBSTRUCTURE TYPE

FOUNDATION TYPE

DESIGN SPECIFICATIONS OF HIGHWAY BRIDGES

(MARCH 2002, JAPAN ROAD ASSOCIATION)SPECIFICATION CRITERIA

STEEL TRUSSSUPER STRUCTURE TYPE

05

700 SPAN LENGTH 84150 (LEVEL LENGTH) SPAN LENGTH 84250 (LEVEL LENGTH) 700

50GIRDER LENGTH 169800 (LEVEL LENGTH)150

BRIDGE LENGTH 170000 (LEVEL LENGTH)

ELEVATION S=1:300

PLAN S=1:300

SPACE OF PANEL POINT 16x10525=168400 (SKEW LENGTH)

10000

M M F

A1

0.750%

A2

P1

0+225.0

0

No. 0+

310.0

5

No. 0+

395.0

0

No.

700 SPAN LENGTH 84150 (LEVEL LENGTH) SPAN LENGTH 84250 (LEVEL LENGTH) 700

50GIRDER LENGTH 169800 (LEVEL LENGTH)150

BRIDGE LENGTH 170000 (LEVEL LENGTH)

ST1

ST2

ST3

ST4

ST5

1215

4x2100

=8400

1215435

435

CL

465

1000

200

7500

435

10830

435

11700

465

1000200

4651000

200 7500 2001000

465

10830

2501100

250 1100

1215 4x2100=8400 1215 435435

11700

2.5%2.5%1150

200

1620

RC SLAB t=200mm

CARRIAAGEWAY

BRIDGE CROSS SECTION S=1:100

210 250

9480

270230

10000

155

700

CONCRETE PAVEMENT t=50mm

STRUCTURAL DRAWING OF SUPERSTRUCTUREAS SHOWN

STRUCTURAL DRAWING OF SUPERSTRUCTURE OF PASO REAL BRIDGE

84.150 + 84.250 m　(SKEW LENGTH）

1.000m(FOOTWAY) + 7.500m(LANE) + 1.000m(FOOTWAY)

θ=90°

CONTINUOUS THROUGH TRUSS BRIDGE

DESIGN CONDITION

CONCRETE PAVEMENT t = 50mm

UNPAINTED WEATHERING STEEL

SMA400W,SMA490W,S10TW

DESIGN STANDARD σck=24N/mm2

REINFORCING BAR SD345

RC-SLAB t=200mm

ONE DIRECTIN ONE DAY：1980UNITS

170.000m　(LEVEL LEGTH）

LIVE LOAD LIVE LOAD TYPE-B

BRIDGE LENGTH

SPAN LENGTH

WIDTH

SKEW ANGLE

PAVEMENT

PLANNED TRAFFIC VOLUMEOF LARGE・SIZED VEHICLE

MATERIAL GRADE

RC SLAB

kh=0.25(DIRECTION OF BRIDGE AXIS)

kh=0.25(BRIDGE AXIS RIGHT-ANGLED DIRECTION)SEISMIC COEFFICIENT

DESIGN SPECIFICATIONS OF HIGHWAY BRIDGES(MARCH 2002, JAPAN ROAD ASSOCIATION)

DESIGN STANDARD

TYPE OF SUPERSTRUCTURE






DATEMAY 2014

PR-OF PASO REAL BRIDGE

06

STRUCTURAL DRAWING OF A1 ABUTMENT SCALE 1:100

▽249.377

1 - 1

▽243.377

200

100

5826

1800

2230

1796

14000

1585 465 1000 200 3750 3750 2001000 465 1585

1150 11700 1150

100 14000 100

2000 10000 2000

2-CCP 2500L=19.0m

CL

3

6000

1800

2230

1970

2.5%

Concrete Pave.t=50mm

2.5%501100

250

1150

250

501100

200

100

5826

1150

1800

2230

1796

3

▽249.253▽249.381

2 - 2

14000

1585 465 1000 200 3750 3750 200 1000 465 1585

100 14000 100

2000 10000 2000

2-CCP 2500L=19.0m

CL

2.5%


2.5%501100

250

250

501100

▽249.257

200

100

1800

5830

1150

4030

200

100

1800

5830

4030

14000

2000 10000 2000

3000

200

2600

200

1500

1500

1585 500 9830 500 15856004

1800

3634

570

2600

750

850

1000 500

500

5000

500 915 8000 915 500

5000

CL

14000

1585 4651000200 2001000465 15853750 3750

1150 11700 1150

4 - 4

200

100

6004

1800

3634

570

1600500205000

750850500

3 - 3

200

100

6000

1800

2230

1970

100 3000 100

15001500

CCP 2500L=19.0m

▽249.377

5 - 5

6 - 6

▽245.177

▽247.407

▽249.203

▽243.377

▽245.177

▽249.207

▽243.377

▽245.177

▽247.407

▽249.381

0.75%

4

5

4

5

200 200

▽245.445

5868

1150

800

3000

268

1800

3766

5826

1150

1800

2230

1796

16005500

5005000

1:1.5

▽243.377

▽245.177

▽247.407

▽249.203

▽248.445

▽249.2450.75%

6

6

6

6

2

1

2

1

500

500

500

500

DETAILS SCALE 1:30

825

100

344

30

270

40

34

φ155 φ155

1088

34 50 920 5034

90 740 90

ANCHOR BOLT 55 825

100

344

30

270

40

34

φ155 φ155

868

3450 700 5034

90 520 90

868

3450

700

5034

90

520

90

1088

3450 920 5034

90 740 90

TRANSVERSE LONGITUDINAL

LONGITUDINAL

TRANSVERSE

ANCHOR BOLT 55

DETAILS SCALE 1:50

▽249.377

▽247.407

▽249.371

1964

34310

1620

2100205000

750850500

570

200

350

20

0.75%

1150

LEAN CONCRRETE σck=18N/mm2

CRUSHED STONE


CRUSHED STONE


CRUSHED STONE


CRUSHED STONE






DATEMAY 2014

PR-STRUCTURAL DRAWING OF A1 ABUTMENTAS SHOWN

07

STRUCTURAL DRAWING OF A2 ABUTMENT SCALE 1:100

▽248.103

1 - 1

▽242.603

200

100

5326

1800

1680

1846

14000

1585 465 1000 200 3750 3750 2001000 465 1585

1150 11700 1150

100 14000 100

2000 2@5000=10000 2000

3-CCP 2500L=8.0m

CL

3

5500

1800

1680

2020

2.5%


2.5%501100

250

1150

250

501100

200

100

5326

1150

1800

1680

1846

3

▽247.979▽248.099

2 - 2

14000

1585 465 1000 200 3750 3750 200 1000 465 1585

100 14000 100

2000 2@5000=10000 2000

3-CCP 2500L=8.0m

CL

2.5%


2.5%501100

250

250

501100

▽247.975

200

100

1800

5322

1150

3522

200

100

1800

5322

3522

14000

2000 2@5000=10000 2000

3000

200

2600

200

1500

1500

1585 500 9830 500 15855496

1800

3126

570

2600

750

850

1000

500

500

4000

915 8000 915

5000

CL

14000

1585 4651000 200 200 1000 465 15853750 3750

1150 11700 1150

4 - 4 5 - 56 - 6

▽244.403

▽246.083

▽247.929 ▽247.925

4

5

4

5

▽244.762

3160

5326

1150

1800

1680

1846

1600 4500

500 4000

1:1.5

▽247.929

▽247.095

▽247.895

6

6

6

6

500

500

500

500

DETAILS SCALE 1:30

DETAILS SCALE 1:50

500 500

100 3000 100

15001500

1600 500 20 5000

500750850

CCP 2500L=8.0m

200

100

5500

1800

1680

2020

200

100

5496

1800

3126

570

200200

1

2

1

2

3 - 3

▽242.603

▽244.403

▽242.603

▽244.403

▽246.133

▽248.103▽248.099

0.75%

5292

1150

1800

359

2333

800

0.75%

▽242.603

▽244.403

▽246.083

1472

3650 1300 5036

1092

36 50 920 50361500

100

406

30

300

70

36

φ200 φ200

160 980 160

φ200 φ200

1500

100

406

30

300

70

36

ANCHOR BOLT 100

160 600 160

ANCHOR BOLT 100

1092

3650

920

5036

160

600

160

1472

36 50 1300 5036

160980160


TRANSVERSE

LONGITUDINAL

▽246.083

▽248.103

0.75%

▽248.109

2100 20 5000

850 750 500

2026

1620

370

36

570

200

350

20

1150


CRUSHED STONE


CRUSHED STONE


CRUSHED STONE


CRUSHED STONE






DATEMAY 2014

PR-STRUCTURAL DRAWING OF A2 ABUTMENTAS SHOWN

08

STRUCTURAL DRAWING OF P1 BRIDGE PIER

200

21500

1800

16500

2700

100 12500 100

1800

16500

2700

200

21500

SCALE 1:100

500

500

2000 2000

CL2

▽248.740

15000

1650 11700 1650

100 8500 100

200

21500

2300

16500

2700

2600

2800

1400 1400

15000

1650 11700 1650

2000 2000

2800

1400

1400

12500

8500

2950

2950

1300 8400

R=1300

1 - 1 2 - 2

3 - 3

4 - 4

H.W.L ▽244.5

▽246.505

2

3

4

3

4

1

1

▽248.740

▽246.505

1620

DETAILS SCALE 1:50


TRANSVERSE

LONGITUDINAL

1610

30

3050

1450

50

160

1130

160

2110

30 50 1950 50 30

1601630160

ANCHOR BOLT 100

160 1630 160

30 50 1950 5030

2110

1500

100

615 515

70

30

φ200 φ200

ANCHOR BOLT 100

1610

30 50 1450 50 30

1500

100

φ200 φ200

615 515

70

303030

2600

11000

1620

DETAILS SCALE 1:50

2235

H.W.L ▽244.5

▽248.740

▽246.505

2800

1400 1400

▽225.005

1620

515

70

30

▽227.705

▽244.205▽244.705

160 1130 160

750 750

1300 8400 1300

100 100

2950 2950

▽244.205

1300

R=1300

R=1300

R=1300

750 750

100

2600

100

▽225.005

▽227.705






DATEMAY 2014

PR-STRUCTURAL DRAWING OF P1 BRIDGE PIER AS SHOWN09

140033501600 1400 1600

3.5%

3350Carriage Way

12700

Carriage WayShoulder/Sidewalk

Shoulder/Sidewalk

CurveWidening

CurveWidening

3.5%

Cement Concrete (t1=25cm)

Rockfall Protection Fence

U-Ditch

1:0.5

(H=2.5m)

Rockfall Protection Fence

U-Ditch

(H=2.5m)

2.5%2.5%

33501600 16003350Carriage Way

9900

Carriage WayShoulder/Sidewalk

Shoulder/Sidewalk

U-DitchU-Ditch

Base Course (t2=20cm)

FILL

250 250

1:1.51:1.0

1:1.51:1.5

500 500800 500 500800

FH

FH

Sub-base Course (t3=25cm)



LevelLevel

Cement Concrete (t1=25cm)fb=4.4N/mm2

fb=4.4N/mm2

1000






DATEMAY 2014

PR-S=1:50TYPICAL CROSS SECTION OF APPROACH ROAD 10

4000

1750 1750

LEVEL

1:1.5FILL

Gravel (t=10cm)

250CL

1:1.5

250

5.0%

FILL

FH






DATEMAY 2014

PR-S=1:50

TYPICAL CROSS SECTION OF ACCESS ROAD 11

FH=260.000

GH=260.00

NO.0

9900

33501600 3350 1600

DL=260.0

FH=260.000

GH=260.00

NO.0+20

9900

33501600 3350 1600

DL=260.0

FH=260.000

GH=260.00

NO.0+40

1:1.5

DL=260.0

FH=259.602

GH=259.43

NO.0+60

10558

33501600 3350 1600

DL=255.0

329329

12488

1294 3350 1294 1600

1:1.5

1:1.0

8.00%

33501600






DATEMAY 2014

PR-S=1:200

CROSS SECTION OF APPROACH ROAD (1/7) 12

1:1.0

FH=258.406

GH=258.48

NO.0+80

12700

140033501600 3350 1400 1600

DL=255.0

FH=256.812

GH=257.00

NO.0+100

12700

140033501600 3350 1400 1600

DL=255.0

1:1.0

FH=255.218

GH=255.26

NO.0+120

12700

140033501600 3350 1400 1600

DL=255.0

1:1.0

S=1:200CROSS SECTION OF APPROACH ROAD (2/7) 13

FH=253.625

GH=253.12

NO.0+140

12700

140033501600 3350 1400 1600

DL=255.0

FH=252.034

GH=251.17

NO.0+160

12700

140033501600 3350 1400 1600

DL=250.0

FH=250.718

GH=249.37

NO.0+180

DL=250.0

11926

101333501600 3350 1013 1600

1:1.5

1:1.5






DATEMAY 2014

PR-S=1:200


FH=249.418

GH=246.27

NO.0+240

DL=245.0

FH=249.115

GH=246.00

NO.0+260

DL=245.0

FH=248.965

GH=236.73

NO.0+280

DL=240.0

FH=249.846

GH=247.96

NO.0+200

1:1.5 1:1.5

DL=245.0

FH=249.418

GH=246.91

NO.0+220

9900

33501600 3350 1600

1:1.5 1:1.5

DL=245.0

9994

4733501600 3350 47 1600

4651000

200 7500 2001000

465

10830

4651000

200 7500 2001000

465

10830

4651000

200 7500 2001000

465

10830

1:1.5

S=1:200CROSS SECTION OF APPROACH ROAD (4/7) 15

FH=248.215

GH=241.81

NO.0+380

DL=240.0

FH=248.065

GH=246.30

NO.0+400

9900

33501600 3350 1600

1:1.5

1:1.5

DL=245.0

FH=247.915

GH=246.67

NO.0+420

9900

33501600 3350 1600

1:1.5

1:1.5

DL=245.0

FH=247.765

GH=247.00

NO.0+440

9900

33501600 3350 1600

1:1.5 1:1.5

DL=245.0

FH=247.615

GH=246.48

NO.0+460

9900

33501600 3350 1600

1:1.5 1:1.5

DL=245.0

FH=247.465

GH=246.79

NO.0+480

9900

33501600 3350 1600

1:1.5 1:1.5

DL=245.0

1:1.5

1:1.5

1:1.0

1:1.0

1:1.01:1.0

1:1.0

1:1.5

1:1.5

4651000

200 7500 2001000

465

10830






DATEMAY 2014

PR-S=1:200


FH=247.315

GH=247.00

NO.0+500

9900

33501600 3350 1600

1:1.5 1:1.5

DL=245.0

FH=247.165

GH=246.28

NO.0+520

9900

33501600 3350 1600

1:1.5 1:1.5

DL=245.0

FH=247.045

GH=246.00

NO.0+540

9900

33501600 3350 1600

1:1.5

DL=245.0

FH=246.865

GH=246.00

NO.0+560

9900

33501600 3350 1600

1:1.5

DL=245.0

FH=246.715

GH=246.00

NO.0+580

9900

33501600 3350 1600

1:1.5

DL=245.0

FH=246.565

GH=246.00

NO.0+600

9900

33501600 3350 1600

1:1.5

DL=245.0

1:1.5

1:1.5

1:1.5 1:1.5

1:1.5

1:1.5

1:1.5

1:1.0






DATEMAY 2014

PR-S=1:200


1:1.0

FH=246.415

GH=246.00

NO.0+620

9900

33501600 3350 1600

1:1.5

DL=245.0

FH=246.213

GH=246.00

NO.0+640

9900

33501600 3350 1600

1:1.5

DL=245.0

FH=245.908

GH=245.85

NO.0+660

9900

33501600 3350 1600

DL=245.0

FH=245.500

GH=245.50

NO.0+680

9900

33501600 3350 1600

DL=245.0

1:1.5

1:1.5

1:1.0

1:1.5

1:1.5






DATEMAY 2014

PR-S=1:200


Casa

Casa

Casa

Casa

Casa

Alc

SEÑAL

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

X

X

X

X

X

XX

XX

XX

XX

X

X

XX

XX

XX

XX

X

X

X

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

X XX

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

XX

XX

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX

X X X X X XX

XX

XX

XX

XX

XXXXXXXXXXXXXXXXXXXX

XX

XX

XX

XX

X

X

X

X

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

XXXXXX

XX

XX

X

X

X

X

X

X

X

X

X

XX

X

X

X

X

X

X

X

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X X X X X X X X X

XX

XX

XX

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

NO.0+100

NO.0+200 NO.0+300

8.0%

NO.0+400

N






DATEMAY 2014

PR-

V-SHAPED DITCH　300/900×300 L=2.0

V-SHAPED DITCH　300/900×300　　L=2.0

U-DITCH(TYPE1)　300×300　　　　　　　　　L=23.0

U-DITCH(TYPE1)　300×440　　L=43.7

CATCH BASIN(CB-B)

BOX CULVERT　　(400×400) L=9.9CATCH BASIN(CB-A)

U-DITCH(TYPE2)300×440　　L=111.9

U-DITCH(T

YPE2)

300×440L=124.8

(DRAINAGE (1))　PLAN OF APPROACH ROAD

GABION N=1

GABION N=1

S=1:1000

EARTH DITCH L=39.8

EARTH DITCH L=35.4

19

N

Escuela Ruben Dario

SEÑAL

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X X X X X X X X X

XXXXXXXXX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

X

NO.0+400 NO.0+500 NO.0+600






DATEMAY 2014

PR-

U-DITCH(TYPE1)　300×300 L=6.0U－DITCH（TYPE2）　500×（400to660） L=260.0

U－DITCH（TYPE2）　500×（400 to 660） L=260.0

CATCH BASIN（CB-C）

CATCH BASIN（CB-C）

U-DITCH(TYPE1)　300×300　L=7.0

GABION MAT N=2

(DRAINAGE (2))　PLAN OF APPROACH ROAD S=1:1000

V-SHAPED DITCH 500/1100×300 L=60.0

CATCH BASIN (CB-D) 800×800×500-B

CATCH BASIN (CB-D) 800×800×500-A

U-DITCH(TYPE1)　500×300 L=17.0

20

U-DITCH(Type1) S=1:10

300150 150

600

50 50

100

450

150

300

Concrete(PCC)

σCk=18N/mm2

Crushed Stone

CROSS SECTION

300150 150

600

50 50

100

590

150

440

Concrete(PCC)σCk=18N/mm2

Crushed Stone

900

1324

212212

300 300300

450

150

300

424 Grouted Riprap

(150mm～200mm Boulders)

1:1.01:1.0

V-SHAPED DITCH S=1:10

300×300

CROSS SECTION

300×440

CROSS SECTION

300/900×300

150

1100

1524

212212

500 300300

450

150

300

624 Grouted Riprap

(150mm～200mm Boulders)

1:1.01:1.0

CROSS SECTION

500/1100×300

150

500150 150

800

50 50

100

450

150

300

Concrete(PCC)

σCk=18N/mm2

Crushed Stone

500×300

CROSS SECTION






DATEMAY 2014

PR-AS SHOWN

STRUCTURE OF DRAINAGE FACILITIES(1)(U-DITCH, V-SHAPED DITCH)

21

150 300 150

600

100

440

150

300

Crushed Stone

Concrete

σCｋ＝21N/mm2140

430 55

70 70

50

COVER

150

60 60

60

50

700

Lean Concrete

Re-Bar D13

σCｋ＝18N/mm2

U-DITCH(Type2) S=1:10

CROSS SECTION CROSS SECTION

150 500 150

800

100

400～660

150

300～560

100

630 55

70 70

50

COVER

Crushed Stone900

430

140

630

100

30

30 370 30

430

50

400

50

500

D13

R2

D13R1

20

30 570 30

630

50

400

50

500

D13

R2

D13R1

20100

20

20

U-DITCH CONCRETE COVER(DCV) S=1:10

SECTION

PLAN

Concrete

σCｋ＝24N/mm2

Concrete

σCｋ＝21N/mm2

DCV-400DCV-600

Re-Bar D13Re-Bar D13

20100

20

20

20 100 20

20

20 100 20

20

DCV-400DCV-600

500×(400to660)300×440

Concrete

σCｋ＝18N/mm2

BAR ARRANGEMENT S=1:20

B SizeLength

(㎜)No.

Weight/m

(㎏)

Weight

(㎏)Size

Pitch

n1×2

Pitch

n2No.

Weight/m

(㎏)

Weight

(㎏)

U-Ditch

REINFORCEMENT BAR LIST(/m)

Remark

LATERAL Bar　R1 LONGITUDINAL Bar　R2

Total Weight

(㎏)×　　H

300 × 440 1160 0.9955 D13 0.9954.975 4 2 7 6.216 6.965

150 300 150

600

590

150

440

Concrete140

60 60

60

50

Re-Bar D13

140

60

50

150

300

590

200

Re-Bar D13

Re-Bar D13

(a-a)

SIDE VIEW

n1-1 ×

pitch1-1

R1

R2

(pitch1-1≦

300)

a

b

U-DITCH(Type-2)

CROSS SECTION

b

a

60

150 300 150

600

200

60

Re-Bar D13

Re-Bar D13

PLAN

n2×pitch2

R2

R1

(pitch2≦300)

(c-c)

D13






DATEMAY 2014

PR-AS SHOWN

STRUCTURE OF DRAINAGE FACILITIES(2)(U-DITCH, COVER, BAR ARRANGEMENT)

22

H=1:500

V=1:20

H=1:500

V=1:20

246.00246.00

400

640

150

150

660

245.60

245.34

i=0.100%

U-500* (400to660) L=260.000

END P

OINT

No.0+400.

0

START

POINT

No.0+660.

0

Right Side

245.00 245.00

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000620

600

580

560

540

520

500

480

460

440

420

246.00

150

400

Left Side245.00 245.00

246.00

U-500* (400to660) L=260.000

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

END P

OINT

No.0+400.

0

START

POINT

No.0+660.

0

245.60

660

150

245.34

660

620

600

580

560

540

520

500

480

460

440

420

i=0.100%

LONGITUDINAL VIEW

U-DITCH(Type2)

500×(400to660)






DATEMAY 2014

PR-AS SHOWN

STRUCTURE OF DRAINAGE FACILITIES(3)(U-DITCH)

23

CATCH BASIN at SLOPE S=1:20

100

940

46510

465

365 5050

50

50

840

90939390

90

90

100

100

100

90

90

90

90

100

30

10465465

5-D

12×

840

COVER 465×940

940

ConcreteσCｋ＝21N/mm2

10-D12×365

200 800 200

125 5 940 5 125

1200

200

800

200

1255

940

5125

1200

200 800 200

125 5 940 5 125

1200

200

100

200

1500

100

75 75

1400

100

Crushed Stone

σCｋ＝18N/mm2

SECTION

PLAN

COVER FOR CB-C(BCV-C)

SECTION

PLAN

45

18

Concrete(PCC)

HOLE

S=1:4DETAIL OF HOLE

340 200

400

250

1200

200 800 200

1200

200

400

200

200

800

200

1200

800 200200

1200

200

200

1500

100

1400

100

Crushed Stone

CATCH BASIN(CB-B)

SECTION

PLAN

167

600

400

400

1300

σCｋ＝18N/mm2Concrete(PCC)

533

200

200

1:1.5

250

300

250

300

300

300

400

50

StepD16×800

Anticorrosive PaintD16×800

100100

200

100

(a-a)

a a

U-DITCHBOX CULVERTBOX CULVERT

U-DITCHU-DITCH

U-DITCH

BOX CULVERTU-DITCH

400

300

CATCH BASIN(CB-A)






DATEMAY 2014

PR-AS SHOWN

STRUCTURE OF DRAINAGE FACILITIES(4)(CATCH BASIN)

24

PLAN

200 1000 200

SECTION

1924

100

U-DITCH

200 1000 200

1924

710

150

U-DITCH

100

1600

200

361

660

200

1:1.5

300

Concrete(PCC)

Crushed Stone

σCk=18N/mm2

U-DITCH

U-DITCH

(a-a)

524

524

300

150

100100

500

CATCH BASIN(CB-C)

aa

200

800

200

1200

250

250

379

300

150

150

1200

500

GABION S=1:40

2000

EARTH DITCH S=1:20

H

W1

W21:1.0 1 :1.0

200 800 200

1200

200

800

200

1200

200 800 200

1200

300

200

200

700

100

1400

100

PLAN

300

500

200

U-DITCH

500

300

250

200 800 200

1200

200

800

200

1200

200 800 200

1200

200

200

700

100

1400

100

PLAN

300

500

200

V-SHAPAD DITCH500

V-SHAPAD

DITCH

U-DITCH

U-DITCH

σCｋ＝18N/mm2

Concrete(PCC)

U-DITCH

U-DITCH

500

SECTION

CATCH BASIN(CB-D)

SECTION

800*800*500(TYPE-A) 800*800*500(TYPE-B)

σCｋ＝18N/mm2

Concrete(PCC)

σCｋ＝18N/mm2

Concrete(PCC)σCｋ＝18N/mm2

Concrete(PCC)

Crushed StoneCrushed Stone

CATCH BASIN at SLOPE S=1:20






DATEMAY 2014

PR-AS SHOWN

STRUCTURE OF DRAINAGE FACILITIES(5)(CATCH BASIN, EARTH DITCH, GABION)

25

n1@250=b3

B1

tb1

b2 tb1

b2

n2@250=h3

H1

th1h2

th1

h2

PROCESSING OF BAR

S1 D16

F1 D16

th1

h2n2@250=h3

H1

th1

h2

4@250=1000

W1 D16

F1 D16

S1 D16

4@250=1000

W1 D16

F1 D16S1 D16

DECK SLAB

CROSS SECTION

4@250=1000

W1 D16

F1 D16 S1 D16

BASE

WING

Form

Size

Reinforcement Bar List

F 1

Mark

W 1

4

1

4

Mark

S 1

Remarks

1.560

(kg)

Weight/mLength No.

18.720

8.736

8.7362.184

1.560

2.184

Unit Weight

(kg)

Weight

(kg)

L 1

1000

360

(mm)

D16

D16

D16

1000

1400

Size No. L 4

400

(mm)L 2

118

(mm)L 3

400

(mm)H

(mm)R

(mm)

75

D16

D16

D16

36.192D16TOTAL

Type Number : 1 B 400 ×　H 400

F 1

W 1

S 1

Length

3601400 400118 400 75

1000

1400

1400 4

12

4

4

12

4

n1@250=b3

B1

tb1

b2 tb1

b2

n1@250=b3

B1

t b1

b2

FORM 4

R

L2

Reinforcing Bars Processing Table

FORM 1

L1L3

L1

R

L2

L4

tb1

b2

REINFORCING BARS PROCESSING S=1:20

Crushed Stone

Lean Concrete

150 400 150

700

150

400

150

150

100

700

900

100

BOX CULVERT(400×400)

100


b

b

a

c

a

c

(b-b)

(a-a)

(c-c)

Re-Bar D16

1.560

1.560






DATEMAY 2014

PR-AS SHOWN

STRUCTURE OF DRAINAGE FACILITIES(6)(BOX CULVERT)

26

Casa

Casa

Casa

Casa

Casa

Alc

SEÑAL

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

X

X

X

X

X

XX

XX

XX

XX

X

X

XX

XX

XX

XX

X

X

X

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

X XX

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

XX

XX


X X X X X XX

XX

XX

XX

XX


XX

XX

XX

XX

X

X

X

X

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

XXXXXX

XX

XX

X

X

X

X

X

X

X

X

X

XX

X

X

X

X

X

X

X

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X X X X X X X X X

XX

XX

XX

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

NO.0+100

NO.0+200 NO.0+300

8.0%

NO.0+400

ESC

UELA

N






DATEMAY 2014

PR-(ANCILLARY (1))　PLAN OF APPROACH ROAD

METAL BUOY N=26

　PLAN OF APPROACH ROAD S=1:1000

PROTECTIONFANCE（H=2.5） L=70.0

ROCKFALL

FANCE（H=2.5） L=96.0

GROUTED RIPRAPREVETMENTGUARDRALL　　L=35.7

GUARDRALL　　L=17.0

NO.0+100

NO.0+200 NO.0+400

REFLECTOR TYPE B(WHITE) N=69

REFLECTOR TYPE B(WHITE) N=67

REFLECTOR TYPE A(YELLOW) N=69

NO.0+100

NO.0+200 NO.0+400

PROTECTION

ROCK FALL

CEMENT

CONCRETE

PAVEMENT

CEMENT CONCRETE PAVEMENT

ACCESS ROAD L=63.0

L=225.0

27

N

Escuela Ruben Dario

SEÑAL


XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X X X X X X X X X X X

XXXXXXXXXXX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

X

NO.0+400 NO.0+500 NO.0+600 ESCUELA






DATEMAY 2014

PR-

1：1.5 W=3.0m,L=4.9m

　PLAN OF APPROACH ROAD

STAIRS

METAL BUOY N=26

(ANCILLARY (2))　PLAN OF APPROACH ROAD S=1:1000

GUIDEPOST N=3

GUIDEPOST N=3

NO.0+400 NO.0+500

( REFLECTOR TYPE B(WHITE) N=69 )

( REFLECTOR TYPE A(YELLOW) N=69 )

( REFLECTOR TYPE B(WHITE) N=67 )

NO.0+400 NO.0+500

CEMENT CONCRETE PAVEMENT L=285.0

28

10000 10000

CA

RR

IAG

EW

AY

9400 C

L

PLAN

TRANSVERSE JOINT

CEMENT CONCRETE fb=4.4N/mm2

500 15@600=9000 500

Tie Bars

4700

4700 LONGITUDINAL JOINT

A

A

B B

Dowel Bars 250

16@

300=4200

250

500 15@600=9000 500

12.0

25

SECTION 'A-A'

FORMED GROOVE WITH KEYWAYSFILLED WITH POURED JOINT FILLER

5

DEFORMED TIE BAR

FIRST SLAB

250

92

66

92

(LONGITUDINALE JOINT)

φ12mm×600mm @600mm O.C12.0

25

SECTION 'B-B'

FORMED GROOVE WITH POUREDJOINT FILLER

5

(φ25mm×600mm @300mm O.C.TO BE PAINTED WITH RED

FIRST SLAB

LEAD AND THEN GREASED

PLAIN DOWEL BAR

250

(TRANSVERSE JOINT)

250

METALLIC MESH

CONCRETE

DETAIL OF CEMENT CONCRETE PAVEMENT

(3kg/m2)






DATEMAY 2014

PR-DETAIL OF CEMENT CONCRETE PAVEMENTAS SHOWN

DETAIL OF CEMENT CONCRETE PAVEMENT S=1:10

29

ACCESS ROAD

3500

PROFILE S=1:200

CROSS SECTION S=1:50

1:1.5

FILL

PAVEMENT S=1:20

ACCESS ROAD

5.085 2.000 63.000

2.500%8.000%

DL=240

245

249.578 249.401

FILL

700

250250

4000

Cement Concrete(t1=25cm)



Gravel (t=10cm)

63.000

PLAN　S=1:200

9.200

APPROACH ROAD

ACCESS ROAD

5.085 2.000

APPROACH ROAD

5.000%LEVEL






DATEMAY 2014

PR-AS SHOWN

STANDARD TREATMENT OF ACCESS ROAD

STANDARD TREATMENT OF ACCESS ROAD

30

ROADWAY SIDE

2100～

4300

500

500

150

3300

2500

800

2500

1130～1700

150300

30300

7@300=2100

100

30

3000 3000

75

750

300

300

300

300

300

300

300

300

100

650

800

1050

800

2500

3300

412

1579

1217

CONCRETE FOUNDATION

MOUNTAIN SIDE

500

FRONT VIEW INTERMEDIATE CROSS SECTIONEDGE-PART CROSS SECTION

PLAN

630to1290

150

1:0.3

CONCRETE FOUNDATION

500

1:0.3

150

300

(σck=18N/mm2)(σck=18N/mm2)

2100～

4000 1500

1000

2500

1500

1000

PVC PIPE（φ50）

100 100

200

1130～1790100 100

200

50

SUPER STRUCTURE REINFORCED BARφ13 　SUBSTRUCTURE REINFORCED BAR　φ13 　　

250

420

200

50 50

SUBSTRUCTURE REINFORCED BARφ13 　

SUPER STRUCTURE REINFORCED BARφ13 　

DETAILS OF REINFORCED BAR AT INTERMEDIATE POST

75

50

50

[-100×50×3.2-540

SUPPORT(SMALL)

[-150×75×4.5-2500

SUPPORT(LARGE)

TERMINAL POST H-150×150×7×10-3300CABLE TERMINAL CABLE 3×7 G/O φ18 U-VOLT

M10×30×60

BIND WIRE

1500mm INTERVAL (AT EDGE 750mm)WIRE(φ4)

INTERMEDIATE POST H-150×75×5×7-3300

CONCRETE FOUNDATION(σck=18N/mm2)

MATERIAL TO KEEP

CABLE INTERVAL

PL-65×4.5

U-BOLT FOR CABLE STOPPINGM12×40×60

WIRE NET

(GALVANIZING)(φ3.2,50×50)






DATEMAY 2014

PR-

ROCKFALL PROTECTION FENCE (H=2.5m) S=1:50

　（）ROCKFALL PROTECTION FENCE 1AS SHOWN

31

2500

2100

2500

2100

2500

2100

2550

2100

2500

2100

2500

2100

2500

2100

2500

2100

2500

2100

2500

2100

2520

2100

2520

2100

3380

2800

200

200

70000

5000 5000 5000 5000 5000 5000 5000 5000 5000 5000 6000 6000 8000

250.00250.00

START POINT

No.0+110.0

END POINT

No.0+180.0

No.0+160.0

No.0+140.0

No.0+120.0

253.740

255.330

252.900

256.920

252.330

257.720500 23 @ 3000 = 69000 500

H-150×75×5×7-3300

H-150×75×5×7-3300

H-150×150×7×10-3300

H-150×150×7×10-3300

250.00

96000

50005000500050005000500050005000500050005000500060007000

2500

2100

2100

2500

2100

2500

2100

2500

2100

2700

2100

2700

2300

2700

2300

2700

2300

2650

2300

2650

2400

3000

2500

3900

3200

3500

3450

2900

START POINT

No.0+120.0

No.0+140.0

No.0+160.0

No.0+180.0

200

No.0+110.0

No.0+193.0

END POINT

ACCESS ROAD

60007000

3800

4300

4050

250.00

252.080

256.520

254.920

253.330

251.500

3600

3200

2700

5000 5000

2500

257.320

200

2500

500 23 @ 3000 = 69000 500500

5004 @ 3000 = 12000500

5004 @ 3000 = 12000

250.450

H-150×75×5×7-3300

H-150×75×5×7-3300

H-150×75×5×7-3300

H-150×150×7×10-3300

H-150×150×7×10-3300

No.0+20.0






DATEMAY 2014

PR-

LONGITUDINAL VIEW S=1:300

LEFT SIDE

RIGHT SIDE

　（）ROCKFALL PROTECTION FENCE 2AS SHOWN

32

1:1.5

L=9@300=270016

60

3000

PLAN

290

200

3400

L=9@300=2700

1-1 SECTION

11

200 3000 2003400

60

200

3600

120 60

440

180

22

200

2-2 SECTIONCrushed Stone

Base Concrete

ConcreteｋσC =21N/mm2

D13@250L=3250×29

100100

ｋσC =18N/mm2

300

200

Crushed Stone

Base Concrete

D13@250

ｋσC =18N/mm2


150

50

100

50

290

247.66

1:1.5

L=5@300=1500

940

410

300

200

Crushed Stone

Base Concrete

D13@250

ｋσC =18N/mm2


15050 100

50

3000

200

3400

200

L=5@300=1500410

246.94

246.00246.00






DATEMAY 2014

PR-AS SHOWN

STAIRS

STAIRS S=1:30

33

GUIDEPOST S=1:20

800

600

150150

2000

□150

300

White Paint

Black Paint

SIDE WALK


DETAILS OF SPEED REDUCTOR S=1:50

Ａ－Ａ SECTION

CL

3350 1600

2.5%

3350

PLAN

ＡＡ

ＢＢ

1600 1600

250

Ｂ－Ｂ SECTION

3350

33501600

2.5%

250

250

500

250

500

500

500 500 500

R120

Metal Buoy

Metal Buoy

(All Laps In Direction Of Traffic)

FRONT VIEW S=1:40

Post At 1900×8=15200

Flared W Beam Type Of End Termination

525

SECTION THROUGH W-BEAM S=1:10

310

80

10°

Symmetrical About C/L60

80

30

80

60

55°

700

525

310

410

TYPICAL POST

1100

W-BEAM TERMINAL SECTION

350

85

700

250

320

300

Edge Of Carriage Way

Shoulder

150 150

100

150 150

12 Gauge (2.74mm) Galvanised Steel Beam

Guardrail Post

Block Same As

Post Section

(Steel 150×100×6×9mm)

PLAN

GUARDRAIL S=1:20

1:1.5

380

Block Same As

Post Section

Guardrail Post (Steel 150×100×6×9mm)

12 Gauge (2.74mm) Galvanised Steel Beam






DATEMAY 2014

PR-AS SHOWN

ANCILLARY WORK

ANCILLARY WORK

34

3400

600

600

CROSS WALKS S=1:50

L

CENTER LINE (SOLID YELLOW) S=1:50

SIDE LINE ① (SOLID WHITE) S=1:50

L=3500

150

STOP LINE MARKING S=1:50

100

100

600

600

3250

400400 150018001500

5000～10000

STOP LINE

SCHOOL ZONE S=1:50

Traffic Flow

Traffic Flow

Traffic Flow

C LC L






DATEMAY 2014

PR-AS SHOWNPEDESTRIAN MARKINGS

NOTE: THE MATERIALS, DIMENSION, SHAPES, COLOR, SIZE OF NUMERALS, LETTERS AND INSTALLATION LOCATION SHALL CONFORM

WITH THE SPECIFICATION OF SIECA.

REFLECTOR

(BOTH SIDE) (ONE SIDE)

S=1:3

TYPE A (YELLOW) TYPE B (WHITE)

PEDESTRIAN MARKINGS

35

Casa

Casa

Casa

Casa

Casa

Alc

SEÑAL

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

X

X

X

X

X

XX

XX

XX

XX

X

X

XX

XX

XX

XX

X

X

X

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

X XX

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

XX

XX


X X X X X XX

XX

XX

XX

XX


XX

XX

XX

XX

X

X

X

X

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X

X

X

X

X

X

X

XXXXXX

XX

XX

X

X

X

X

X

X

X

X

X

XX

X

X

X

X

X

X

X

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

X X X X X X X X X

XX

XX

XX

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

PTPTPT

PTPTPT

PT

PT

PT

PT

NO.0+100

NO.0+200 NO.0+300

8.0%

NO.0+400

ESC

UELA

N






DATEMAY 2014

PR-(ROAD SIGN (1))　PLAN OF APPROACH ROAD S=1:1000

36

N

Escuela Ruben Dario

0200

0220

0240

0260

0280

030

0

0

036

0380

0400

0420

0440

SEÑAL


XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X X X X X X X X X

XXXXXXXXX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

X

PT

PTPT

PTPTPTPTPT

PL

PL

PL

NO.0+400 NO.0+500 NO.0+600 ESCUELA






DATEMAY 2014

PR-(ROAD SIGN (2))　PLAN OF APPROACH ROAD S=1:1000

37

R-2-1

E-3-1,R-2-1,E-3-2

E-1-3E-1-1

E-1-1,E-1-2

E-2-4

SIGN POST S=1:10

Sign

400

100

□250Crushed Stone

Concrete

Post

1500

1200

σCｋ=18N/mm2

P-1-2 P-1-9 P-6-3 P-6-5 P-9-14






DATEMAY 2014

PR-AS SHOWN

REGULATORY/PROHIBITORY ROAD SIGNS

NOTE: THE MATERIALS, DIMENSION, SHAPES, COLOR, SIZE OF NUMERALS, LETTERS AND INSTALLATION lOCATION SHALL CONFORM

WITH THE SPECIFICATION OF SIECA.

REGULATORY/PROHIBITORY ROAD SIGNS

38

15000 1500034000

10000 100002000 2000

4400 600 600 4400

245.00

240.00

U-DITCHGROUTED RIPRAP REVETMENT

245.00

240.00

245.00

5000

1000 500

CC AB

GABION

B A

U-DITCHGABION

DD

300*300 300*300

GEO-TEXTILE MAT

GABION

1:1.5

500

1200

245.00

240.00

▽ HWL 244.50m

H=5000

1000

300

150

100550

7500

500 450

Ｖ-SHAPED DITCH2000

245.00

240.00

1:1.5

300

150

100 550

300

150

100

500

▽ HWL 244.50m

CONCRETEU-DITCH

500

300

H=5000

GROUTED RIPRAP REVETMENT

500 1000

1000

LOOSE RIVER RUN BOULDERDUMPED RIPRAP OR

1:1.5

245.00

240.00

300

▽ HWL 244.50m

GEO-TEXTILE MAT

15000 1500034000

10000 100002000 2000

4400 600 600 4400

U-DITCHGROUTED RIPRAP REVETMENT GABIONU-DITCHGABION300*300 300*300






DATEMAY 2014

PR-AS SHOWN

EMBANKMENT PROTECTION WORKS

EMBANKMENT PROTECTION WORKS

A-A SECTION

S=1:20

B-B SECTION C-C SECTION

FRONT VIEW

D-D SECTION S=1:20

S=1:10 S=1:10 S=1:10

39

RIVER BED PROTECTION WORKS S=1:100

12500

8500

1 - 12 - 2

2 1

1000

20001000

60004060

1000

8740

3000

4370

88004000

2125

12

11

5350

27500

6000

4060

8740

2

2

1:2.0

2125

▽235.200

1000

1370

▽227.705▽227.705

4370

84005350 84003000

18800

12800

16800

RIPRAP φ≧50cm






DATEMAY 2014

PR-RIVER BED PROTECTION WORKS 40

21750 21000 367502100015750

▽231.40

230

300

300

3200

300

3200

300

1045

053

3515

255

7955

5470

9785

EXISTING TEMPORARY BRIDGE L=79500






DATEMAY 2014

PR-

SIDE VIEW S=1:200

PLAN S=1:200

21750 21000 367502100015750

REINFORCEMENT PLAN OF EXISTINGTEMPORARY BRIDGE

AS SHOWN

EXISTING TEMPORARY BRIDGE L=79500

TEMPORARY PIER

TEMPORARY PIER

41

375 3100 3753475

230

SHIM PL.ｔ100 JACK

ROAD SURFICE

300

300

3200

300

3200

300

1045

0

562.5 3475 562.54600

230

300

300

3200

300

3200

300

230

1045

0

9030

090

1020

9030

090

750

75015

00

300300 2875 3003003475

9030

090

1020

9030

090

1980

1500

350 4600 350

350 350 21000 157501500 1500 1500 15001500

B

A - A

CD

EF F

E

DC

B A

A

B - B

C - C D - D E - E F - FG - G

H=140 STROKE=30

SHIM PL.

[ 300x90x9x13

L 100x100x10L 100x00x10

L 100x00x10L 100x100x10

H 3

00x3

00x1

0x15

[ 300x90x9x13

[ 300x90x9x13

H 3

00x3

00x1

0x15

5300

L 10

0x10

0x10

L 100x100x10

L 100x100x10

L 100x100x10

L 100x100x10

L 100x100x10

L 10

0x10

0x10

L 10

0x10

0x10

L 10

0x10

0x10

[ 300x90x9x13

[ 300x90x9x13

[ 300x90x9x13

[ 300x90x9x13

[ 300x90x9x13

[ 300x90x9x13

[ 300x90x9x13

[ 300x90x9x13

H 300x300x10x15 H 300x300x10x15

2000

QUANTITIE LIST FOR TEMPORARY PIERLENGTH QTY. UNIT WT. WT/OUN WEIQHT

OR SIZE (mm) (No) (kg/m) (kg) (kg)QUANTITIES FOR PIER

SHAFT H 300×300×10×15 15,255 4 93.00 1418.7 5,675 SS400

GIRDER H 300×300×10×15 2,000 4 93.00 186.0 744H.STRUT ［ 300×90×9×13 5,300 12 38.10 201.9 2,423 〃

DIAGONAL L 100×100×10 5,650 4 14.90 84.2 337 〃

H.STRUT L 100×100×10 1,800 20 14.90 26.8 536 〃

〃

〃

PL 500 × 30 500 2 117.75 58.9 118PL 500 × 30 500 2 117.75 58.9 118

HTB 184 0.555 102 F10T＝TotalΣ 10,464

TOTAL WEIGHT FOR STEELH- 6,419［- 2,423L- 873

PL- 528HTB- 221

＝TotalΣ 10,464 kg

MATERIALSECTIONITEM MARK53

35

5335

1525

5

1525

5

7955

1500

300

300

4600300 300

G G[ 300x90x9x13

9785

5470

140300

40 4075

7575

75

3004040

4075

807540

404x

65=2

6010

040

4x65

=260

SPL PL t=10HTB M22

DETAIL OF FIELD JOINT

〃

〃

700 8 16.5 132700 6.6 106

208 119 F10T

SPLICE〃

〃

SS400

〃

HTB〃

PLPLPL

300 × 10120 × 10280 × 10M22

M22

310168

0.570

23.559.42

21.98 6.8 54

9785

5470

FIELD JOINT






DATEMAY 2014

PR-TEMPORARY PIERS=1:50

42

anexo 5. notas técnicas (versión española)8 mapa de red vial de nicaragua 2012 dato digital copia...

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