plan for bacani bridge (rcdg)

REHABILITATION/REPLACEMENT OF BACANI REINFORCED CONCRETE DECK GIRDER (RCDG) BRIDGE

ALONG TAGBILARAN NORTH ROAD

REPUBLIC OF THE PHILIPPINES

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

UBAY, BOHOL

BOHOL II ENGINEERING DISTRICT

STA. K062+318BACANI, CLARIN, BOHOL

RECOMMENDING APPROVALREVIEWED BY: APPROVED BY:CHECKED BY: SHEET NO.SET NO.

1

12

1

BRIDGE SPAN: 15.00 meters

BRIDGE SECTION ID: B00122BH

RITO B. LAROGA

ENGINEER II

RAIMUNDA M. LUMANTAS

CHIEF PLANNING & DESIGN SECTION OIC-ASSISTANT DISTRICT ENGINEER

JUNIBE C. FROILAN

DISTRICT ENGINEER

MARIO M. MONTEJO,DM., MNSA

KEY MAP

BOHOLUBAY


BOHOL II DISTRICT ENGINEERING OFFICE

DEPARTMENT OF PUBLIC WORKS & HIGHWAYS

REGION VII

LOCATION PLAN,PROJECT LENGTH DATA,INDEX OF SHEET,

, LOCATION MAP, VICINITY MAP & SUMMARY OF QUANTITIES

GENERAL NOTES

STANDARD SINGLE-SPAN BRIDGE RCDG

TITLE PAGE

MAP PROVINCE OF BOHOL

MABINI

DUERO

UBAY

CANDIJAY

ALICIA

GUINDULMAN

TALIBON

SAN MIGUEL

JAGNA

( 94.00 KM )

DANAO

CARMEN

( 58.80 KM )

( 72.00 KM )

TRINIDAD

DAGOHOY

BIEN UNIDO

SIERRA BULLONES

PILAR

PRES. GARCIA

ANDA

SEVILLA

BUENAVISTA

( 36.00 KM )

( 76.50 KM )

( 51.00 KM )

SAGBAYAN

JETAFE

BATUAN

BATASAN I.

CATIGBIAN

( 35.267 KM )

CUAMING DACU

CLARIN

( 71.400 KM )

INABANGA

LOBOC

BAGUMBANUA I.

ISLA DE UBAY

PANGAPASAN I.

CORELLA

SAN ISIDRO

( 10.195 KM )

ISLAND

HAYA-AN

Pamilacan Island

( 39.000 KM )

CABASIHAN

ISLAND

MARIBOJOC

( 14.310 KM )

ISLAND

INANORAN

ISLAND

BUDLAAN

CALAPE

( 41.365 KM )

ANTEQUERA

MOCABOC I.

CATANG

ISLAND

TAGBILARAN CITY

CORTES

( 9.752 KM )

( 18.626 KM )

N

O

R

T

H

W

E

S

T

B

A

N

K

MAGCALINGAO

CASCATINO I.

CABAGAN I.

SIKATUNA

BALILIHAN

TUBIGON

( 16.568 KM )

( 21.856 KM )

( 53.557 KM )

ISLAND

CABILAO

LOON

( 28.228 KM )

SANDINGAN

ISLAND

S

A

N

-

A

N

G

P

A

S

S

PANGLAO

( 17.090 KM )

ISLAND

PANGANGAN

MARIBOJOC BAY

MANTATAO

( 40.90 KM )

BILAR

PROJECT SITE

CLARIN, BOHOL

N

GARCIA HERNANDEZ

VALENCIA

DIMIAO

LILALOAY

( 242.150 km )

ALBUR

( 248.611 km )

BACLAYON

( 253.629 km )

DAUIS

( 3.326 km )

VICINITY MAP

THIS SITE

REGION VII

Luzon

South

China

Sea

Luzon

Strait

Philippine

Sea

Mindoro

Palawan

Sulu Sea

Panay

Negros

Cebu

Samar

Leyte

Mindanao

N

e

g

r

o

s

O

r

i

e

n

t

a

l

Cebu

Bohol

Siquijor

THIS SITE

BOHOL PROVINCE

REGION VII MAP

BOHOL

N

N

NORTH

SHEET CONTENTSPROJECT TITLE AND LOCATION SHEET CONTENTS

LOCATION MAP

TYPICAL SINGLE-SPAN RCDG SUPER STRUCTURE DETAILS

GIRDER ELEVATION BOTTOM BAR LAYOUT AND SECTION

CAMBER DIAGRAM AND INTERMETDIATE DIAPHRAGM DETAIL

CONC. PLACING SEQUENCE,TRANSVERSE GIRDER CONSTRUCTION JOINT

TYPICAL SIDEWALK, RAILING AND DRAIN DETAILS

TYPICAL ABUTMENT DETAILS PLAN, SECTIONS, ELEVATIONS

AND ESTIMATED QUANTITIES

TYPICAL PRECAST CONCRETE PILE DETAIL

PLAN AND PROFILE

CROSS SECTION - STA. 62+220 - 62+380

SHEET NO.

RITO B. LAROGA

ENGINEERING ASSISTANT

EDSEL PHILLIP T. AMOGUIS RAIMUNDA M. LUMANTAS

DISTRICT ENGINEER


OIC-ASSISTANT DISTRICT ENGINEER

JUNIBE C. FROILAN

CHECKED BY:

ENGINEER II

RECOMMENDING APPROVALREVIEWED BY:PREPARED BY: APPROVED BY:

CHIEF PLANNING & DESIGN SECTION

SET NO.

2

12

1

PLAN AND PROFILE DETOUR

CROSS SECTION - STA. 62+280 - 62+360 DETOUR

AND SUMMARY OF QUANTITIES

STEEL BRIDGE DETOUR PLAN ELEVATION, SECTION, DETAIL "A"

SUMMARY OF QUANTITIES

BOHOLCLARIN,

REHABILITATION/REPLACEMENT OF BACANIREINFORCED CONCRETE DECK GIRDER (RCDG)

BRIDGE ALONG TAGBILARAN NORTH ROAD VICINITY MAP

INDEX OF SHEETS

SUMMARY OF QUANTITIES

PIN DIAMETER

DIMENSIONS OF 90° AND 180° HOOKS

(8) HOOKS AND BENDS

(1) THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR APPROVAL OF SHOP

DRAWINGS INDICATING THE BENDING, CUTTING, SPLICING, AND INSTALLATION OF

ALL REINFORCING BARS.

(2) BARS SHALL BENT COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT

BE FIELD BENT UNLESS PERMITTED BY THE ENGINEER.

(3) BAR SPLICING NOT INDICATED ON DRAWINGS SHALL BE SUBJECT TO THE

APPROVAL OF THE ENGINEER.

(4) WELDED SPLICES, IF APPROVED BY THE ENGINEER, SHALL DEVELOP IN TENSION

AT LEAST 135 % OF THE SPECIFIED YIELD STRENGTH OF THE BARS.

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

(6) UNLESS OTHERWISE SHOWN ON DRAWINGS, THE CLEAR DISTANCE BETWEEN PARAL-

LEL BARS IN A LAYER SHALL NOT BE LESS THAN 1.5 TIMES THE NOMINAL

DIAMETER OF THE BAR NOR LESS THAN 1.5 TIMES THE MAXIMUM SIZE OF

COARSE AGGREGATE. THE CLEAR DISTANCE BETWEEN LAYERS SHALL NOT

BE LESS THAN 25 MM NOR ONE BAR DIAMETER. THE BARS IN THE UPPER

LAYER SHALL BE PLACED DIRECTLY ABOVE IN THE BOTTOM LAYER.

(7) CRANKED SPLICES

b ) BAR BENDING, SPLICING, AND PLACING

(1) DESIGN CONCRETE MIX SHALL MEET THE DESIGN CONCRETE STRENGTH GIVEN

UNDER ITEM 1 OF MATERIALS.

(2) CONCRETE SHALL BE DEPOSITED, VIBRATED, AND CURED IN ACCORDANCE WITH THE

SPECIFICATIONS.

(3) FOR CONCRETE DEPOSITED AGAINST THE GROUND, LEAN CONCRETE WITH A MINIMUM

THICKNESS OF 50 MM SHALL LAID FIRST BEFORE INSTALLING THE REINFORCEMENT.

THIS LEAN CONCRETE SHALL NOT BE CONSIDERED IN MEASURING THE STRUCTURAL

DEPTH OF CONCRETE SECTION.

(4) THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR APPROVAL PLACING SE-

QUENCES FOR ALL CONCRETING WORK.

2. REINFORCED CONCRETE

a ) CONCRETE MIX AND PLACING

THE SETTING OUT AND THE ELEVATIONS OF THE DIFFERENT COMPONENTS

OF THE STRUCTURE SHALL BE APPROVED BY THE ENGINEER PRIOR TO THE

START OF ANY CONSTRUCTION WORK.

CONSTRUCTION

CONSTRUCTION SPECIFICATION: 1988 DPWH STANDARD SPECIFICATIONS FOR HIGHWAYS,

BRIDGES,AND AIRPORTS, VOL. II.

GENERAL NOTES

5. ELASTOMERIC BEARING PADS

ELASTOMERIC BEARING PADS SHALL 100 % VIRGIN CHLOROPRENE ( NEOPRENE ) PADS WITH

DUROMETER HARDNESS 70 AND SHALL BE LAMINATED AND NON-CORROSIVE MILD STEEL SHTS.

ELASTOMERIC PADS SHALL CONFORM TO THE REQUIREMENTS AS PRESCRIBED IN DPWH D.O.

NO. 25 SERIES OF 1997 "REVISED DPWH STANDARD SPECIFICATION FOR ELASTOMERIC BEARING

PAD".

4. STRUCTURAL STEEL, BOLTS, AND WELDS

PRESTRESSING STEEL SHALL BE SEVEN-WIRE UNCOATED STRESS RELIEVED STRANDS ( ASTM A 416 ) WITH

MINIMUM ULTIMATE STRENGTH OF 180 MPa ( 270,000 PSI )

a) REINFORCING STEEL SHALL CONFORM TO AASTHO M 31 ( ASTM A 615 ), GRADE 40 DEFORMED WITH

MINIMUM YIELD STRENGTH.

fy=276 MPa ( 40,000 PSI )

b) REINFORCING STEEL SHALL BE FREE OF MILL SCALES, OIL OR ANY SUBSTANCE WHICH WILL WEAKEN

THE BOND WITH CONCRETE.

UNLESS INDICATED OTHERWISE ON PLANS, THE CONCRETE CLASS AND STRENGTH, SHALL BE AS FOLLOWS:

AS SPECIFIED IN THE STANDARD FLATSLAB, RCDG, AND PSCG BRIDGES, DRAWINGS UNDER

SET NOS. S1, S2, AND S3.

THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIAL (AASHTO )

STANDARDS SPECIFICATIONS FOR HIGHWAY AND BRIDGES 15TH EDITION, 1992, DIVISION I AND IA.

1.IN THE INTERPRETATION OF DRAWINGS, INDICATED DIMENSIONS SHALL GOVERN ALL DIMENSIONS

DISTANCES AND SIZES SHALL NOT BE SCALED FOR CONSTRUCTION PURPOSES.

2.UNLESS OTHERWISE INDICATED. ALL DIMENSIONS AND MEMBER SIZES ARE MILLIMETERS.

MATERIAL

WELDS

STEEL PLATES AND ROLLED SHAPES

BOLTS

3. PRESTRESSING STEEL

2. REINFORCING STEEL

LEAN CONCRETE

PRESTRESSED CONCRETE MEMBERS

RAILPOST

THIN REINFORCED SECTIONS RAILINGS

PRECAST R.C. PIPE

FOOTING

COLUMNS

PHRAGMS, WINGWALLS, BACKWALLS,

CAST-IN-PLACE GIRDERS, SLABS, DIA-

STRUCTURAL MEMBER

1. CONCRETE

MATERIALS

LOADING

DESIGN CRITERIA

DESIGN SPECIFICATION

GENERAL

d

1. SETTING OUT

AWS D1.1 - 183. E70XX SERIES

SPECIFICATIONS

AASHTO M 183 ( ASTM A 36 )

AASHTO M 164 ( ASTM A 325 )

50145010_

20507535P

13304521C

20406028AA

38

3045

21A

20304521( MOD )

A

( mm )

COARSE AGGREGATE

MAX. SIZE OF

PSIMPa

STRENGTH

28-DAY CYLINDER

CLASS

6. EMBANKMENT CONSTRUCTION SEQUENCE

APPROACH EMBANKMENT SHALL BE CONSTRUCTED PRIOR TO DRIVING OF ABUTMENT PILES.

( a ) CAMBER FOR REINFORCED CONCRETE SUPERSTRUCTURES WERE DETERMINED BASED THE

USEOF SHORING DURING CONSTRUCTION.

( b ) CAMBER FOR COMPOSITE SUPERSTRUCTURES WITH PRECAST PRESTRESSED GIRDERS WERE

DETERMINED BASED ON UNSHORED CONDITIONS.

4. PRESTRESSED CONCRETE

SEE DESIGN GUIDE ON SHEET S 6/15

THE CONTRACTOR SHALL PREPARE AND SUBMIT SHOP DRAWINGS FOR ALL STRUCTURAL

STEEL WORK. THESE SHOP DRAWINGS SHALL BE APPROVED BY THE ENGINEER BEFORE

ANY FABRICATION COMMENCE.

g ) PROTECTION AND CURING OF CONCRETE

CONCRETE SURFACES SHALL BE PROTECTED FROM HARMFULS EFFECT OF SUN, WIND, &

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

SIDES OF BEAMS AND ALL OTHER VERTICAL SURFACES

---------------------------------

---------------------------------

---------------------------------

SHORING UNDER GIRDERS, BEAMS, FRAMES

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

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

CONCRETE MEMBERS SHALL BE CHAMFERED TO 20 mm UNLESS NOTED OTHERWISE

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

THE ENGINEER. THE FOLLOWING MAYBE USED AS A GUIDE:

ALL FALSEWORK SHALL BE DESIGNED BY THE CONTRACTOR SUBJECT TO THE AP-

PROVAL BYTHE ENGINEER.

d ) CONSTRUCTION JOINT

(1) THE POSITION AND FORM OF ANY CONSTRUCTION JOINT SHALL BE AS SHOWN ON

DRAWINGS OR AS AGREED WITH THE ENGINEER.

(2) THE INTERFACE BETWEEN THE FIRST AND SECOND POUR CONCRETES SHALL BE

ROUGHENED WITN AND AMPLITUDE OF 6 mm MINIMUM.

MINIMUM CONCRETE COVER TO REINFORCEMENT SHALL BE 50 mm UNLESS SHOWN

OTHERWISE ON DRAWINGS.

c ) CONCRETE COVER TO REINFORCEMENT

PIN DIAMETER:D=6d FOR Ø 10 THRU Ø 25

6d OR 63 mm MIN.

DIMENSIONS FOR STIRRUPS AND TIE HOOKS

5. SHORING

3. STRUCTURAL STEEL

COLUMNS

WALLS

DECK SLABS

f ) FORMWORK

e ) FALSEWORK

D

90° HOOK

d

D = 8 d FOR 28 mm Ø,32 mm Ø, & 36 mm Ø

D = 6 d FOR 10 mm Ø THRU 25 mm Ø

4 d OR 63 mm MIN.

180° HOOK

13

d

D

VERTICAL OFFSET = MIN d

MAX: d + 3 mm

30 d MAX

DIAMETER = 18 d MINMIN= 13 d

MAX= 15 d

LAP

---

----------

TIME

DAYS

DAYS

DAYS

DAYS

DAYS

MIN

14

14

7

7

2

D = 8d FOR Ø 28, Ø 32, & Ø 36

d

135° HOOK

D

1

0

d

O

R

1

0

0

m

m

M

I

N

.

90°HOOK

BOHOLUBAY

SHEET CONTENTS



PROJECT TITLE AND LOCATION


REGION VII

SHEET CONTENTS

GENERAL NOTES

SHEET NO.

CHECKED BY:

RECOMMENDING APPROVALREVIEWED BY:PREPARED BY: APPROVED BY: SET NO.

3

12

1

RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN

ENGINEER IICHIEF PLANNING & DESIGN SECTION

BOHOLCLARIN,


BRIDGE ALONG TAGBILARAN NORTH ROAD

7.32

7.32

S =

1

.5

0 %

S =

1

.5

0 %

DEFLECTION JOINT

BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

15.00

3.75 3.75

A B

L

C

R

OA

DW

AY

C

LE

AR

R

OA

DW

AY

10.3

4

S =

1

.5

0 %

S =

1

.5

0 %

TOTAL LENGTH OF BRIDGE ( BACK TO BACKWALL )

0.40 0.40BACKWALL

BEG. OF BRIDGE

BACKWALL

END OF BRIDGE

DRAIN

SIDEWALKRAILINGS

BRIDGE ELEV. = 11.49m

L

BACK OF DIAPHRAGM

C

BEG. OF BRIDGE

TOTAL LENGTH OF BRIDGE ( BACK TO BACK OF DIAPHRAGM )

A

L

C

BACK OF DIAPHRAGM

END OF BRIDGE

SCALE 1:100 MTS

GENERAL PLAN

SCALE 1:80 MTS

GENERAL ELEVATION

RIVER BED

1.50 % SLOPE

40

L

C

1.50 % SLOPE

ROADWAY

SCALE 1:50 METERS

TYPICAL SECTION

732011107.50

40

1.5

0 %

SLO

PE

1.50 % SLOPE

9540

350 760

1110

350760

PILE CUT-OFF ELEV.=1.60m

SEE DETAIL

HIGHEST FLOOD ELEV. 8.89m

NORMAL WATER LEVEL 0.44m

ABUT B

ABUT A

B

START OF BRIDGE

BACK OF BACKWALL

STA.118+939.90

END OF BRIDGE

BACK OF BACKWALL

STA.118+939.90

GENERAL PLAN

300

600

15.00

SHEET NO.

CHECKED BY:


4

12

1

RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN

ENGINEER II CHIEF PLANNING & DESIGN SECTION

A

41

B

41

C

41

BOHOLCLARIN,


BRIDGE ALONG TAGBILARAN NORTH ROAD GENERAL ELEVATION

TYPICAL SECTION

A

NOT TO SCALE51

FRAMING PLAN

ABUT. DIAPHRAGMABUT. DIAPHRAGMC

L L

C

L

HA

LF

S

HO

WIN

G T

OP

R

EIN

FO

RC

EM

EN

TH

AL

F S

HO

WIN

G B

OT

. R

EIN

FO

RC

EM

EN

T

400

200

200

L

C

800

A

B

50

50

5050

5050

200

200

Ø 16 ο 300 BOTTON BARS

Ø 16 ο 300 TRUSS BARS

Ø 16 ο 300 TOP BARS

( T

OP

B

AR

S O

NLY

)

100

1700

2400

2400

9540

2400

1700

100

R

OA

DW

AY

1.50 % SLOPE1.50 % SLOPE

1.50 % SLOPE1.50 % SLOPE

L

C ROADWAY

400

400

400

400

400

(CLEAR ROADWAY)

L

C ROADWAY

BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

NOT TO SCALE51

TYPICAL CROSS SECTION (SHOWING DIMENSION)

B

NOT TO SCALE51

TYPICAL CROSS SECTION (SHOWING REINFORCEMENT)

TYPICAL SINGLE-SPAN RCDG

SUPER STRUCTURE DETAILS

MARK

BAR

REINFORCEMENT SCHEDULE AND ESTIMATED QUANTITIES FOR SUPERSTRUCTURE OF 15m SPAN

BENDING DIAGRAM

BARQUANTITY

16

( mm )

SIZE

BAR

S3

S2

S1 300

( mm )

SPACING

48

BAR DIMENSIONS ( mm )

100E

a

4631

b

REINFORCING BARS

WEIGHT

454.08

LENGTH

TOTAL

( m )

9.462

PER BAR

LENGTH

( m )

1.578

( kg/m )

WEIGHT

UNIT

717

TOTAL

( kg )

SHAPE

c d

REMARKS

S4

S5

S6

S7

S8

S9

S10

S11

S13

S13

S14

46 300 H 1620 1000 9.59 696441.14

48 300 F 3801 368.80 576

36 A 15640 563.10 889 17015.64

6 A15.64

93.80 148

SHOWN

AS

6138.6019.30

1800C216 300

C216

AS

SHOWN

A216

50A2

A2

2 A

89

115.80

G40076

16183

115.80

C

AS

6

SHOWN

16 36 C 1097

a

A

B

b

a

a

b

C

a

STRUCTURE

COMPONENT

CONCRETE

VOLUME

( m3 )

LOCATION

Lc

DECK SLAB 28

16

16

16

16

16

16

16

13

170

AS

SHOWN

AS

SHOWN

AS

SHOWN

AS

SHOWN

15640

1800

1800

15640

15640

15640

1800

1800

100

15700

15700

1150 175

1210

15700

15700

15700

7.602

19.30

19.30

15.64

15.64

15.64

19.30

19.30

1.31

38.60

38.60

31.30

31.30

99.60

1.578

1.578

1.578

1.578

1.578

1.578

1.578

1.578

1.578

1.578

1.578

1.578

1.578

61

61

TOTAL = 4728.00

a

b

b

a

D

G1 C28

AS

SHOWN

1800

1570019.70

154.40 4,831 746

G2 C36

AS

SHOWN

500

1546016.64

133.12 7..99 1064

G3 C

AS

SHOWN

500

1546016.64

133.12 7..99 1064

G4 A

AS

SHOWN

14500

14.50116.0 7..99 927

G5 A

AS

SHOWN

12000

12.0096.0 7..99 767

G6 A8

AS

SHOWN

9000

9.072.0 7..99 575

G10 A2416

AS

SHOWN

15700

15.70376.80 1.578 595

G11 D39612

AS

SHOWN

1210

3.361330.56 0.888 1182

36

36

36

36

8

8

8

8

8

320

250

1500

3000

50

5031.30

TOTAL = 6920.00

D1 C28

SHOWN

450

79208.82

17.60 4,833 862

D2 C28

SHOWN

450

74808.38

16.80 4,833 812

D3 A12

SHOWN

7840

7.4844.90 0.888 406

D4 D12

SHOWN

948

1702.536

91.30 0.888 8136

AS

AS

AS

AS

150

TOTAL = 288.00

67

a

b

1

b

a

E

67

1

a b

F

1

a

b

G

H

1

1

a

a

a

b

b

b

c

d

d

d

d

c

GIRDER

DIAPHARGM 2.10

27.30

SHEET NO.CHECKED BY:


5

12

1

RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN

ENGINEER IICHIEF PLANNING & DESIGN SECTION

NOTE: BRIDGE DESIGN IS BASED FROM

DPWH STANDARD PLAN

C

BOHOLCLARIN,



BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

30 9 SPCS 13 SPCS @ 150 @ 200

REST @ 400mm 309 SPCS13 SPCSREST @ 400mm

A B

L

DIAPHRAGM

C

L

DIAPHRAGM

C

L

C SPAN

S 6

D

LC

LC

LC

LC

LC

LC

LC

LC

LC

LC

15.00

L

C SPAN

@ 150 @ 200

15.00

A

B

L

DIAPHRAGM

C

L

DIAPHRAGM

C

800

SPAN LENGTHS

15 1100

(m)

TOTAL GIRDER DEPTH (TG)

(mm)

1100

350

200

1 6

D

450

40 40

40 40

400

B

NOT TO SCALE61

BOTTOM BAR SCHEMATIC LAYOUT

A

NOT TO SCALE61

GIRDER ELEVATION

C

NOT TO SCALE61

SECTION AT MIDSPAN

D

NOT TO SCALE61

DETAIL

GIRDER ELEVATION

BOTTOM BAR LAYOUT,

AND SECTION



6

12

1

RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN

ENGINEER II CHIEF PLANNING & DESIGN SECTION

B

BOHOLCLARIN,



A2

CONC. PLACING SEQUENCE

1 7

A1

NOT TO

PLAN

ABUT. DIAPHRAGM

A

L

C

L

C

15.00

SCALE

ABUT. DIAPHRAGMC

B

L

B

A

15.00

1

SECTION

S 3

SPAN ( m ) A

15 13 28

1 7

D

SCALE

CAMBER DIAGRAM

NOT TO

B

A

15.00

a b c

3.75 3.75 3.75 3.75

BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

CONC. PLACING SEQUENCE,

CAMBER DIAGRAM AND

INTERMETDIATE DIAPHRAGM DETAIL

0.24

0.24

1.50 % SLOPE

40

L

C

1.50 % SLOPE

ROADWAY

2b

SCALE 1:15 METERS

SECTION

73201110

40

1.50 %

SLO

PE

1.50 % SLOPE

9540

350 760

1110

350760

TRANSVERSE GIRDER CONSTRUCTION JOINT

1 7

1C

2.00 0.40

0.25

250 10

0.40 2.000.40 0.402.00

11 @ 17065

1 7

2b

2a

ELEVATION

NOT TO SCALE

1025

0

TG

INTERMETDIATE DIAPHRAGM DETAIL

1 7

A2

NOT TO SCALE

L1

B

TRANSVERSE GIRDER

CONSTRUCTION JOINT

SHEET NO.

CHECKED BY:


7

12

1

1 7

1 7

1 7

RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN

ENGINEER II CHIEF PLANNING & DESIGN SECTIONBOHOLCLARIN,



SIDEWALK SLAB

RAILING FOR FLATSLAB BRIDGES

20 x 20 mm CHAMFER

10 mm Ø TIES @ 200 mm

O.C.

10 mm Ø TIES @ 200 mm

O.C.

SIDEWALK REINFORCEMENT

PIER OR ABUT DIAPHRAGM

PARAFFIN COAT SURFACE

SIDEWALK REINFORCEMENT

13mmØ @ 300 mm

16mmØ @ 200 mm

13 mm Ø

40 C

LR

50 C

LR

275

900

CLEAR SIDEWALL

300 810

40 mm

250

1.50 % SLOPE

1.50 % SLOPE

DRAIN DETAIL

8

H

SEE

DETAIL

40

C

LR

10 mm

L

C

PARAFFIN JOINT

5 m

m

40 CLR

8

D

PARAFFIN JOINT

NOT TO

SCALE

M.1:20SCALE

C

8

SIDEWALK DETAIL

D

8

10 mm

L

C



L

C

a b b

bbaa

50

4- 20 mm Ø

CLR

CLR

150

100

250

40 m

m

40 mm

250

SEE DETAIL

40 CLR

40

C

LR

5 m

m

DEFLECTION JOINT

C

L

6 mm PEJ FILLER

TOP OF FLATSLAB

VA

RIE

S, 2

50

M

IN

.

VA

RIE

S, 2

50

M

IN

.

DEFLECTION JOINT

9

G

NOT TO

SCALE

METERS1:10SCALE

E

8

SECTION

10 mm

G

8

10 mm

L

a b b b ab

L

b a

ELEVATION

NOT TO SCALE

B

8

L

ba abb

PLAN

A

8NOT TO SCALE

150 mm Ø GI PIPE

ESTIMATED QUANTITIES PER METER OF BRIDGE

SPAN LENGTH

1.50 %

SCALE

SECTION

15.00

( m )

8

E

2- 20 mm Ø

10 mm Ø @ 200 mm O.C.

65

50

50

40

50

150

250

350

300

300

250

20

02

00

20

05

0

10 mm Ø TIES @ 200 mm O.C.

4 - 16 mm Ø PER RAILING

RAILING

RAILPOST

20 x 20 mm CHAMFER

40 CLR

40 CLR

20

0

40

C

LR

40

C

LR

40

C

LR

40

C

LR

20

0

20 x 20 mm CHAMFER

50

150

6 mm PEJ FILLER

5 m

m

13 mm 13 mm

L

C

DEFLECTION JOINT

C1

8

METERS9

SCALE 1:10

F

SECTION

40

1110

STD. DRAIN

DEPRESSION

TROWEL 15 mm

WELDED AROUND PIPE

10 x 10 SQUARE BAR

1.50 %

SLOPING

METERS

1.50 %

1:25SCALE

H2

8

SECTION

0.618

0.140

0.07523.33

33.33

31.27

SIDEWALK

RAILING

POST

3

( m )

CONCRETE

VOLUME OFREINFORCEMENT

( Kg )COMPONENT

STRUCTURE

90

0

15

( m )

LENGTH

SPAN

METERS1:25

ROADWAY SLAB

R=300

600

PLAN

8

H

150

15

G.I. PIPE

STD DRAIN 150 mm ØBOTTOM OF FLATSLAB

WELDED AROUND PIPE

10 x 10 mm SQUARE BAR

TOP OF FLATSLAB

TOP OF SIDEWALK

DEPRESSION

TROWEL TO 15 mm DRAIN

300 300

L

C

SECTION

8

H1

1750250

( mm )

ba

( mm )

1

5

0

SLOPING

DEFLECTION

PARAFFIN

970

150

1

0

0

150

BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

SOFFIT

DRAIN DETAIL

9

H

SLOPING

SOFFIT

250

1.50 % SLOPE

SOFFIT

NOT TO SCALE

H2

8

TYPICAL CROSS SECTION

NO. OF

INSIDE SPAN

EXP.JT.

NO. OF

INSIDE SPAN

RAILPOST

1 10

TYPICAL SIDEWALK, RAILING

AND DRAIN DETAILS

10 mm

b aa bb b

CC

b


L

C

SHEET NO.

CHECKED BY:


8

12

1

RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN

ENGINEER IICHIEF PLANNING & DESIGN SECTIONBOHOLCLARIN,



6

LEAN CONCRETE

200

200

125

2- 16 mm Ø

7

16 mm Ø @ 300

300 MAX

245 MIN

APPROACH SLAB

E

1

BA

150

750 M

IN

.

13 mm PEJ FILLER

13 x 13 SEALANT

SEE DWG NO. 11/22

400 x 400 PRECAST PILES

ta

VA

RIE

S

50

50 CLR

100

800

400400 400

13

DIAPHRAGM & PILES

C

L

METERS1:30

9

SCALE

SECTION

150

150

32 mm Ø @ 270

1

FLATSLAB REINF.

25 mm Ø @ 300 AVE

3

3-32 mm Ø

2

16 mm Ø @ 200

8

32 mm Ø @ 280

100

32 mm Ø @ 280 AT FAR SIDE

2

1

1.5 % SLOPE

1.0 %

50

1785

270

900

40

50

300 3660760

ELEVATION

SCALE

9

1:40

1

METERS

D

S 9

E

LEAN CONCRETE

25 mm Ø @ 3003

1850

ROADWAY

C

L

2000720450

4

EACH FACE

16 mm Ø @ 200

11

50

1786

270

900

LEAN CONCRETE

8-16 mm Ø

1413

2-16 mm Ø

16 mm Ø @ 250

15

6- 13 mm Ø

16

INNER FACE

32 mm Ø @ 280

10

32 mm Ø @ 280 INNER FACE9

1032 mm Ø @ 280 OUTER FACE

R=200

100

800

2500

100

L

C

DIAPHRAGM & PILES

BA

METERS

ELEVATION OF WINGWALL

1:30SCALE

B

1 9

1212 mm Ø TIES

10

400 x 400 PRECAST PILE ( TYPE B )

3-13 mm Ø

16 mm Ø @ 250 mm

32 mm Ø @ 270 mm

INNER FACE

50 LEAN CONCRETE

DOWEL

750 ( M

IN

.)

132-16 mm Ø

17

18

8- 16 mm Ø

16

8- 16 mm Ø

14

16 mm Ø @ 250 mm

15

1.0 %

32 mm Ø @ 270 mm

INNER FACE

8

10

EACH FACE

11

16 mm Ø @ 200 mm

OUTER FACE

9

32 mm Ø @ 280 mm

100100

50 CLR

VARIES

300 MIN.

50 C

LR

250

250

40

900

270

50 CLR50 CLR

50

300 760

1110

METERS1:30

SECTION

SCALE 1

C

PLAN

SCALE 1 9

A

1:30 METERS

CONCRETE

MARK

BAR

REINFORCEMENT SCHEDULE AND ESTIMATED QUANTITIES FOR ABUTMENT

BENDING DIAGRAM

BARQUANTITY

32

( mm )

SIZE

BAR

3

2

1 320

( mm )

SPACING

12

BAR DIMENSIONS ( mm )

600C

a

9340

b

REINFORCING BARS

WEIGHT

126.48

LENGTH

TOTAL

( m )

10540

PER BAR

LENGTH

( m )

6.313

( kg/m )

WEIGHT

UNIT

798

TOTAL

( kg )

SHAPE

c d

VOLUME

( m³ )

REMARKS

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

21.450

GRAND TOTAL = 3179 21.450

32 10 320 B 600 3270 3870 6.313 24438.70

16 48 170 D 1100

1690 MIN 3620

202.56 320

1750 MAX

700

AVE.

QUANTITIES ARE

FOR ONE ( 1 )

ABUTMENT ONLY

32 10

AS

C 26.90 6.313 170

SHOWN

1690

32 25

5002690

20.00

SHOWN

AS

321.578800

800

A16

300

201.5786400

64002

16 831.57852.801600

900E33 200

3546.31356.004000

3380620B2801332

3396.31353.623830

3230600B2801332

32 10 280 B 620 20802700

32.40 6.313 205

1961.578124.28

2390200 MIN.

C2005216

500 MAX. AVE.

660.88874.67

655

AVE.

G

AS

98

16

SHOWN

170

490 MAX.

140 MIN.

170

16

4

AS

SHOWN

F 2700 1350 17.14 1.578 274285

16

16

AS

A 2850 2850 45.60 1.578 72

1111.57870.4032001500C22

12

250 200

290.88832.70A13

12

SHOWN

AS

2850 MAX.

2600 MIN.

AVE.

2725

6

AS

F 21.87 0.888 19510 785 2350 3645

16 26 H 300 170 970 59.28 1.578 94250 200

AVE.

2280

a

A

B

b

a

a

b

C

a

D

a

b

c

d a

b

c

1

1

E

F

a

c

b

G

a

b

c

1

1

H

a

b

c

d

e=200

f=VARIES

325 mm Ø @ 300

2 - 32 mm Ø 4

2 - 32 mm Ø

4

9

BOHOLUBAY

SHEET CONTENTS



PROJECT TITLE AND LOCATION SHEET NO.


REGION VII

SHEET CONTENTS

TYPICAL ABUTMENT DETAILS

PLAN, SECTIONS, ELEVATIONS

AND ESTIMATED QUANTITIES

6-32 mm Ø

HALF SHOWING ABOVE DECKHALF SHOWING UNDER DECK

150 4720

295 135 4300

50 CLR

3660 1110 450

1

1

1

0

3

0

0

7

6

0

5

0

2500

200

400

400

50

650 820

2500

800

135

5

0

C

L

R

1400

5170

4000

4000

25 mm Ø @ 300 AVE.

3

SPACING TO CLEAR PILES

DEVIATE FROM REGULAR

1 32 mm Ø @ 280

DIAPHRAGM

DECK SLAB

SIDEWALK

CORBEL

SLAB REINFORCEMENT

32 mm Ø @ 1601 2

1

32 mm Ø @ 320

32 mm Ø @ 3202

9

C

32 mm Ø @ 280

6-32 mm Ø

4

WINGWALL

1032 mm Ø @ 280

12 13 mm Ø TIES

11

16 mm Ø @ 200

EACH FACE

832 mm Ø @ 280

APPROACH SLAB

500

17

50

BACK FACE OF

DIAPHRAGM

12 mm PEJ

WITH 12 x 12 SEALANT

R=550

20

S

9

B

5

S 9

E

A

5

S

S

720

B

20002000

APPROACH

RAILING

ROADWAY

C

L

12

A

100

1690

CHECKED BY:RECOMMENDING APPROVALREVIEWED BY:PREPARED BY: APPROVED BY:

235

600

700

12.80

1.578

SET NO.

9

1

12 RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN




32

BAR SIZE

REINFORCEMENT

LONGITUDINAL

LONGITUDINAL REINF.

PILE SCHEDULE

8450 x 4501

QTY( mm )

SIZE

TYPE

( P

IL

E C

UT

O

FF

LE

NG

TH

)

0.80

10 mm Ø SPIRAL TIES

5 @

5

0 P

IT

CH

0.0

5

BA

LA

NC

E 1

00

P

IT

CH

5 @

5

0 P

IT

CH

0.05

16m

IN FLATSLAB BRIDGES

A. PILE HEADS SHALL BE PROTECTED FROM DIRECT IMPACT OF THE HAMMER BY

CUSHION BLOCKS. CONSISTING OF SEVERAL BLOCKS OF WOOD OR OF OTHER

APPROVED MATERIALS.

B. PILES SHALL BE DRIVEN TO A DEPTH THAT WILL PRODUCE THE REQUIRED ALLOWABLE

BEARING CAPACITY.

A. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO AASHTO

M31 ( ASTM A 615 ) GRADE 40.

B. SPLICES OF ADJACENT LONGITUDINAL STEEL SHALL BE STAGGERED 100 BAR

DIAMETER APART. LENGTH OF SPLICES SHALL BE 1000 mm FOR 25 mm Ø

AND 1300 mm FOR 28 mm Ø AND 1700 mm FOR 32 mm Ø.

C. SPIRAL-TIES SHALL BE WELDED AT SPLICES.

CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF CLASS "AA" CONCRETE

WITH 27.6 MPa CYLINDER STRENGTH AND 19 mm MAXIMUM AGGREGATE SIZE.

LONG'L REINF.

.0

50

.1

55

@

5

0 P

IT

CH

ANCHOR BARS

6-32 mm Ø x 600

FULL WELD

100 x 100 x 13 x 300 LONG

BENT PL

50

C

LR

( F

RE

SH

W

AT

ER

)

75

C

LR

( S

AL

T W

AT

ER

)

10 mm Ø SPIRAL TIES

TYPICAL

20 x 20 CHAMFER

75 CLR ( SALT WATER )

50 CLR ( FRESH WATER )

450

STEEL

IMMEDIATELY BELOW TOP SLAB

BEND BARS INTO A LAYER

1.0

0

3. DRIVING :

2. REINFORCEMENT :

1. CONCRETE :

NOTES

3

3 MIN

5

SECTION

ELEVATION

WELD LENGTH

0.13

0.15

LAP LENGTH

4

50

2- POINT PICK-UP

1- POINT PICK-UP

THE USE OF SPECIAL EMBEDDED OR ATTACHED LIFTING DEVICES SHALL BE

SUBJECT TO THE APPROVAL OF THE ENGINEER.

0.21 L

0.30 L 0.70 L

0.58 L

L

L

0.21 L

8. BASIS FOR COMPUTING ALLOWABLE PILE BEARING CAPACITY :

A. PILES MAY BE SPLICED ONLY IF STRICTLY NECESSARY AND APPROVED BY THE ENGINEER.

PILE SPLICES SHALL BE LOCATED AT LEAST 10 m BELOW THE EXISTING GROUND LEVEL.

B. PILE SPLICE SHALL DEVELOP 100 % AXIAL, AND 50 % BENDING OF THE CAPACITY OF

OF THE PILE SECTION WHERE THE SPLICE IS LOCATED.

A. IN PILE-BENT PIERS, PILE LENGTHS SHALL BE DETERMINED BY THE ENGINEER/

CONSULTANT BASED ON THE ALLOWABLE PILE BEARING CAPACITY SPECIFIED

BELOW.

B. IN COLUMN-BENT PIERS, THE NUMBER, LOCATION AND LENGTH OF PILES SHALL BE

DETERMINED BY THE ENGINEER/CONSULTANT BASED ON THE LOADING INFORMATION

GIVEN IN THE PIER DETAILS.

4. PILE FOUNDATION DESIGN :

= ALLOWABLE PILE BEARING CAPACITY ( KN )

= HAMMER EFFICIENCY

= HAMMER ENERGY RATING ( KN-m )

= WEIGHT OF RAM ( KN )

= WEIGHT OF PILE AND OTHER DRIVEN WEIGHTS ( KN )

= AVERAGE PENETRATION PER BLOW FOR THE LAST

150 mm OF DRIVING ( mm )

P( allowable ) = 167 eh. Eh Wr + 0.16 Wp

7. MINIMUM HAMMER ENERGY RATING :

6. ALLOWABLE PILE BEARING CAPACITY :

PICK UP POINTS SHALL BE MARKED ON ALL PILES AND ALL LIFTING SHALL BE

DONE AT THESE POINTS.

TEST PILES SHALL BE DRIVEN WITH THE SAME HAMMER USED FOR DRIVING REGULAR

PILES AND MAY BE PART OF FOUNDATION IF APPROVED BY THE ENGINEER.

5. PILE SPLICE :

9. TEST PILES :

10. PICK UP POINTS :

S + 2.54 Wr + Wp

500 KN PER PILE ( FOR 400 x 400 PILES )

700 KN PER PILE ( FOR 450 x 450 PILES )

WHERE:

Pall

eh

Eh

Wr

Wp

S

55 KN-m

RECEIVING HOLES

10 mm Ø SPACER

RING BAR

( S

EE

N

OT

E 5b

)

DIA

ME

TE

R A

ND

L

EN

GT

H O

F R

EIN

F.

ST

EE

L D

OW

EL

S T

O B

E A

S R

EC

OM

-

ME

ND

ED

B

Y M

AN

UF

AC

TU

RE

R O

F

EP

OX

Y R

ES

IN

IN

O

RD

ER

T

O D

EV

E-

LO

P R

EQ

UIR

ED

P

ILE

JO

IN

T S

TR

EN

GT

H

DRIVEN PILE

ELEVATION

0.03

SHALL BE 20 mm

RECEIVING HOLES

LARGER THAN DOWELS

SECTION

PILE SPLICE DETAIL

PILE ELEVATION

10SCALE 1:10

A

METERS

PILE TIP FOR HARD DRIVING

10

SCALE 1:5

D

METERS

SECTION

10SCALE

C

1:5 METERS

10NOT TO

B

SCALE

WELDED SPIRAL-TIE SPLICE DETAIL

10

E

NOT TO SCALE

BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

TYPICAL PRECAST CONCRETE

PILE DETAIL

CHECKED BY:RECOMMENDING APPROVALREVIEWED BY:PREPARED BY:

450

4

50



10

12

1

RITO B. LAROGA



DISTRICT ENGINEER



JUNIBE C. FROILAN




FINISHED ELEVATION DETOUR

EXISTING GROUND ELEVATION

ELE

VA

TIO

N

STATION

10.00

62+30062+200

13.00

20.00

5.00

11

.4

9

9.4

4

9.8

1

11

.1

7

BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

PLAN AND PROFILE

62+400

10

.7

5

10

.0

5

9.5

3

8.9

6

8.3

9

8.0

1

52

.4

3

52

.5

0

52

.9

7

53

.8

4

ELEV.= 11.49m

ELEV.= 11.49m

IST APP. STA.62+318

2ND APP. STA.62+332.60


9.2

0

10

.2

6

11

.4

9

AZI = 58°40'

DIS

T.=

115.3

5m

AZI = 58°22'

DIS

T.=

99.0

0m

BEG. OF SURVEY

STA. 62+220

ELEV.= 09.20 m

NATIONAL HIGHWAY ROAD

END OF SURVEY

STA. 62+440

ELEV.= 8.01 m

NATIONAL HIGHWAY ROAD

CHECKED BY: RECOMMENDING APPROVALREVIEWED BY:PREPARED BY:

2.897 %

Finish Grade Elevation

9.8

1

11

.4

9

10

.3

9

10

.9

7

BOHOLCLARIN,



APPROVED BY:

SHEET NO.SET NO.

11

12

1

DISTRICT ENGINEER



JUNIBE C. FROILANRAIMUNDA M. LUMANTAS

CHIEF PLANNING & DESIGN SECTIONENGINEERING ASSISTANT

EDSEL PHILLIP T. AMOGUIS

ENGINEER II

ROLANDO T. CERICOS

ENGINEER II

ARCHIE B. DAPAR

PLAN

SCALE 1:50 M

BOHOLUBAY

SHEET CONTENTS





REGION VII

SHEET CONTENTS

CROSS SECTION

STA.62+220 - 62+380

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

6

6

2

.

9

0

/

9

.

1

8

0

0

0

/

9

.

2

0

5

.

1

6

/

9

.

0

6

6

.

7

1

/

8

.

8

5

3

.

1

0

/

9

.

1

6

4

.

7

9

/

8

.

9

4

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

2

6

2

.

9

0

/

9

.

3

0

0

0

0

/

9

.

4

4

5

.

1

6

/

9

.

4

5

6

.

7

4

/

9

.

1

8

3

.

1

0

/

9

.

4

1

4

.

7

9

/

8

.

9

7

AREA 101(4)a = 6.10 m

AREA 311 = 6.10 m

7

.

0

4

/

7

.

4

6

2

.

9

0

/

9

.

7

7

0

0

0

/

9

.

8

1

5

.

1

6

/

9

.

6

0

6

.

7

4

/

7

.

3

6

3

.

1

0

/

9

.

7

6

4

.

7

9

/

9

.

6

2

AREA 200 = 2.01 m²

AREA 311 = 6.10 m²

7

.

0

4

/

7

.

3

6

2

.

9

0

/

9

.

9

7

0

0

0

/

1

0

.

2

6

5

.

1

6

/

9

.

4

8

6

.

8

1

/

7

.

3

1

3

.

1

0

/

9

.

9

6

4

.

7

9

/

9

.

4

0

AREA 200 = 2.99 m²

AREA 311 = 6.10 m²

7

.

0

4

/

7

.

5

5

2

.

9

0

/

1

0

.

5

3

0

0

0

/

1

0

.

7

5

5

.

1

6

/

1

0

.

4

9

6

.

8

2

/

7

.

7

4

3

.

1

0

/

1

0

.

5

4

4

.

7

9

/

9

.

4

7

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

5

5

2

.

9

0

/

1

0

.

5

3

0

0

0

/

1

1

.

4

9

5

.

1

6

/

1

0

.

4

9

6

.

8

2

/

7

.

7

4

4

.

7

9

/

9

.

4

7

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

5

5

2

.

9

0

/

1

0

.

5

3

0

0

0

/

1

1

.

4

9

5

.

1

6

/

1

0

.

4

9

6

.

8

2

/

7

.

7

4

4

.

7

9

/

9

.

4

7

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

5

5

2

.

9

0

/

1

0

.

5

3

0

0

0

/

1

1

.

4

9

5

.

1

6

/

1

0

.

4

9

6

.

8

2

/

7

.

7

4

4

.

7

9

/

9

.

4

7

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

4

0

2

.

8

6

/

1

0

.

9

2

0

0

0

/

1

1

.

1

7

5

.

1

6

/

1

0

.

4

9

3

.

0

8

/

1

0

.

5

4

4

.

7

9

/

1

0

.

8

1

6

.

7

8

/

7

.

7

4

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

5

5

2

.

9

0

/

1

0

.

0

0

0

0

0

/

1

0

.

0

5

5

.

1

6

/

9

.

9

0

6

.

8

2

/

7

.

5

0

3

.

1

5

/

1

0

.

0

1

4

.

7

9

/

9

.

9

2

AREA 200 = 1.78 m²

AREA 311 = 1.40 m²

AREA 201 = 3.76 m²

7

.

0

4

/

7

.

5

5

2

.

9

0

/

9

.

5

3

0

0

0

/

9

.

5

3

5

.

1

6

/

9

.

3

6

6

.

8

2

/

7

.

1

0

3

.

1

0

/

9

.

4

9

4

.

7

9

/

9

.

4

7

SHEET CONTENTSSHEET CONTENTS CHECKED BY: RECOMMENDING APPROVALREVIEWED BY:

APPROVED BY:

PREPARED BY:

AREA 200 = 1.253 m²

AREA 311 = 6.10 m²

7

.

0

4

/

9

.

8

4

2

.

9

0

/

1

1

.

0

2

0

0

0

/

1

1

.

3

1

5

.

1

6

/

1

1

.

0

6

6

.

8

2

/

9

.

3

5

3

.

1

0

/

1

1

.

1

8

4

.

7

9

/

1

0

.

2

5

AREA 101(4)a = 6.10 m

AREA 505(a) = 0.213 m²

AREA 101(4)a = 6.10 m

AREA 101(4)a = 6.10 m

AREA 505(a) = 0.364 m²

AREA 505(a) = 0.161 m²

BOHOLCLARIN,



SHEET NO.SET NO.

12

12

1

DISTRICT ENGINEER






ENGINEER II

ROLANDO T. CERICOS

ENGINEER II

ARCHIE B. DAPAR

10.00

5.00

ELE

VA

TIO

N

STATION

FINISHED GRADE ELEVATION


VERTICAL CURVATURE

HORIZONTAL CURVATURE

00.00

PROFILE

1:1000

1:100SCALE VERT.

HOR M.

M.

00 +200 00+250 00+300 00+35000 +150

47.1925.2553.51

T (m)R (m) Lc (m)PI STA. I (deg) E (m) D (deg)

5.66

ELEMENTS OF CURVES

62 + 327.42

PI NO.

21° 24' 53.01" 50° 31'47'

01

PLAN AND PROFILE



BOHOLUBAY

SHEET CONTENTS

REGION VII



REVIEWED BY:SURVEYED BY: CHECKED BY:

15.00

BOHOLCLARIN



PREPARED BY:

9.9

69

.9

6

9.9

7

9.9

8

9.9

8

10

.0

0

9.9

9

7.8

8

6.4

0

6.2

3

6.7

5

10

.0

0

( Detour )

ELEV.= 9.98m

2ND APP. STA.62+326

IST APP. STA.62+314

ELEV.= 9.98m


FINISHED ELEVATION DETOUR

4.16

RECOMMENDING APPROVAL APPROVED BY: SHEET NO.RECOMMENDING APPROVAL: APPROVED BY: SET NO.

1

3

2

DISTRICT ENGINEER






ENGINEER II

ROLANDO T. CERICOS

ENGINEER II

ARCHIE B. DAPAR

PLAN

SCALE 1:50 M

ELE

VA

TIO

NE

LE

VA

TIO

N

4.00

6.00

8.00

10.00

ELE

VA

TIO

NE

LE

VA

TIO

N

ELE

VA

TIO

N

STA.62+314

GE = 6.40

10

5

FG = 9.98

0-5

-10

-15

GE = 7.78

105

FG = 9.97

0-5-10-15

STA. 62+300

GE = 8.99

105

FG = 9.97

0-5-10-15

STA. 62+280

ELE

VA

TIO

NE

LE

VA

TIO

N

STA 62+326

FG = 9.98

GE = 6.23

-15

AREA 505(5) = 0

AREA 100(1) = 5.400 m

AREA 104 = 11.156 m2

AREA 200 = 3.765 m2AREA 100(1) = 11.910 m

AREA 104 = 19.685 m2AREA 505(5) = 0.0 m2

AREA 200 = 3.765 m2AREA 100(1) = 18.300 m

AREA 104 = 37.651 m2 AREA 505(5) = 3.124 m2

AREA 200 = 3.765 m2AREA 100(1) = 15.940 m2

AREA 104 = 40.335 m2AREA 505(5) = 3.246 m2

AREA 200 = 2.45 m2

(1ST APPROACH)



BOHOLCLARIN

BOHOLUBAY

SHEET CONTENTS

REGION VII



(Detour)

REVIEWED BY:

SURVEYED BY:



PREPARED BY:

(STA. 62+280 - STA. 62+360)

1050-5-10

4.00

6.00

8.00

10.00

4.00

6.00

8.00

10.00

4.00

6.00

8.00

10.00

-20

-20

-20

-20

3

.

3

8

/

9

.

9

7

4

.

7

1

/

9

.

4

0

6

.

9

1

/

7

.

3

6

3

.

3

8

/

9

.

9

6

6

.

8

8

/

7

.

3

1

5

.

1

8

/

9

.

4

8

1

1

.

4

8

/

7

.

5

0

1

4

.

1

8

/

8

.

0

0

1

6

.

6

8

/

9

.

0

0

0

.

0

0

/

1

0

.

2

6

ELE

VA

TIO

NE

LE

VA

TIO

N

STA. 62+360

GE = 8.51

10

FG = 10.00

0 15-5-10-15

ELE

VA

TIO

NE

LE

VA

TIO

N

STA. 62+340

GE = 6.75

105

FG = 10.00

0-5-10-15

AREA 200 = 2.491 m2AREA 100(1) = 7.598 m2

AREA 104 = 17.747 m2 AREA 505(5) = 0.00

AREA 200 = 3.765 m2AREA 100(1) = 12.575 m2

AREA 104 = 30.430 m2 AREA 505(5) = 0.00

6.00

8.00

10.00

4.00

6.00

8.00

10.00

12.00

-20

2

0

.

0

0

/

7

.

5

5

1

4

.

4

5

/

7

.

5

5

9

.

7

5

/

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0

0

7

.

0

1

/

7

.

7

4

5

.

3

5

/

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0

.

4

9

3

.

3

5

/

1

0

.

5

3

0

.

0

0

/

1

0

.

7

5

3

.

3

5

/

1

0

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5

3

4

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6

5

/

1

0

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4

7

6

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9

0

/

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5

5

9

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0

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/

5

.

9

6

6

.

0

0

/

5

.

9

6

3

.

0

0

/

5

.

8

6

0

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0

0

/

6

.

4

0

3

.

0

0

/

6

.

1

1

6

.

0

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5

.

9

6

9

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0

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/

9

.

9

6

9

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0

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6

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3

8

6

.

0

0

/

6

.

3

8

3

.

0

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/

6

.

5

3

0

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0

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/

6

.

2

3

3

.

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/

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.

2

8

6

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3

8

9

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3

8

2

1

.

4

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/

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5

0

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3

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0

1

0

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1

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7

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7

/

7

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7

4

5

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1

5

/

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0

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4

9

3

.

1

0

/

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0

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5

4

0

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0

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/

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1

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1

7

2

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8

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/

1

0

.

5

4

4

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7

9

/

1

0

.

9

2

7

.

0

4

/

7

.

4

0

8

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4

8

/

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.

4

0

2

0

.

0

0

/

6

.

5

0

1

0

.

2

5

/

6

.

5

0

6

.

8

2

/

7

.

5

0

5

.

1

6

/

9

.

9

0

3

.

1

5

/

1

0

.

0

1

0

.

0

0

/

1

0

.

0

5

2

.

9

0

/

1

0

.

0

0

4

.

8

0

/

9

.

9

2

7

.

0

5

/

7

.

5

5

1

0

.

0

0

/

7

.

5

5

CHECKED BY:

1

1

.

6

5

3

/

6

.

7

5

6

.

4

0

/

8

.

5

1

5

.

5

9

/

8

.

9

9

1

2

.

1

0

/

7

.

7

8

CROSS SECTION

(2nd APPROACH)

RECOMMENDING APPROVAL APPROVED BY: SHEET NO.RECOMMENDING APPROVAL: APPROVED BY: SET NO.

2

3

2

DISTRICT ENGINEER






ENGINEER II

ROLANDO T. CERICOS

ENGINEER II

ARCHIE B. DAPAR

BACANI BRIDGE

TO TUBIGON

12" x 74'' HP, L = 6 meters (Pile cap)

12" x 74' HP, L = 12 meters (Stringer)

300

300

1 1/2" x 11.8 " LAWAAN RUNNING BOARD


12" x 74' HP, L = 6 meters (Pile cap)

300

300

300

C8 x 13.75 DIAGONAL BRACING

12" x 74' HP COLUMN BENT

HIGHEST FLOOD LEVEL ELEV. = 95.84m

ORDINARY WATER LEVEL ELEV. = 94.58m

12" x 74' HP, L = 6 meters (FLOOR PLANK)

1 1/2" x 12 " LAWAAN RUNNING BOARD


SPACED @ 600 OC



12" x 74' HP COLUMN BENT

SCALE 1:30

FULLWELD USE E70

ALL METAL CONNECTION JOINTS

FULLWELD ALL THROUGHOUT

BOHOLUBAY

SHEET CONTENTS



PROJECT TITLE AND LOCATION RECOMMENDING APPROVALREVIEWED BY:PREPARED BY: APPROVED BY: SHEET NO.CHECKED BY:


REGION VII

SHEET CONTENTS RECOMMENDING APPROVAL:REVIEWED BY:PREPARED BY: APPROVED BY:

TO INABANGA


C8 x 13.75 DIAGONAL BRACING

6m - 12" x 74' HP COLUMN BENT

D E T A I L OF STEEL BRIDGE DETOUR

SCALE 1:100

5.00

12.00

SCALE 1:100

STEEL BRIDGE DETOUR PLAN

D E T A I L ""A""


6.00

1.401.401.10 1.10

SCALE 1:100m

STEEL BRIDGE DETOUR SECTION

ESTIMATED QUANTITIES

NO. DESCRIPTIONUNIT QTY. TOTAL

1

12" x 74' HPile

2

Channel C8 x 13

3

1-1/2" x 11.8" Lawaan Running Board

4

Bolts 20mmØ with Nuts and Washers

5

Embankment (borrow material)

6

Grouted Riprap

7

Welding Rod ( E70 )

pcs

bd.ft.

pcs.

m

3

m

3

box

41.00

6.00

480.00

672.00

53.60

1,639.23

5.00

pcs

3.0 0.90 4.50

1.00

6.00

1.00

EMBANKMENT

BOHOLCLARIN


BRIDGE ALONG TAGBILARAN NORTH ROADELEVATION, SECTION, DETAIL "A"

AND SUMMARY OF QUANTITIES

SET NO.

3

3

2

STEEL BRIDGE DETOUR PLAN

DISTRICT ENGINEER






ENGINEER II

ROLANDO T. CERICOS

ENGINEER II

ARCHIE B. DAPAR

41.00

6.00

480.00

672.00

53.60

1,639.23

5.00

plan for bacani bridge (rcdg)

Documents

location plan

profilecross section

bridge span

section camber diagram

metersbridge section

profile detourcross

b00122bh rito

lumantasdistrict engineermario