republic of the philippines department of ......item no.: g1 & fine aggregate cololot,...

SUBMITTED:

OPHELIA T. GORRE

RECOMMENDED:

VIVIAN R. LUMINGKIT

APPROVED:

CAROL LYN C. ABINALES

ACTING CHIEF, PLANNING & DESIGN SECTION

DATE:

OIC - ASSISTANT DISTRICT ENGINEER

DATE:

OIC - DISTRICT ENGINEER

DATE:

2020

1

22

REPUBLIC OF THE PHILIPPINES

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

REGION - X

MISAMIS OCCIDENTAL 2ND DISTRICT ENGINEERING OFFICE

TANGUB CITY

F.Y. 2020 REGULAR INFRASTRUCTURE PROJECT

DETAILED ENGINEERING DESIGN PLAN FOR

CONSTRUCTION / MAINTENANCE OF FLOOD

MITIGATION STRUCTURES AND DRAINAGE SYSTEMS,

CONSTRUCTION OF OZAMIS CITY DRAINAGE SYSTEM,

PACKAGE 2, MISAMIS OCCIDENTAL

OZAMIZ CITY, MISAMIS OCCIDENTAL

PROJECT I.D.: P00420703MN

SECTION 1 (LAGBAS CREEK SECTION)

STA. 0+000.00 - STA. 0+524.00 (CREEK)

L = 457.194 ln.m.

SECTION 2 & 3 (ZAMORA STREET & PORT ROAD SECTION)

STA. 0+000.00 - STA. 0+281.06 (CANAL, LEFT SIDE)

L = 281.060 ln.m.

SECTION 4 (DON ANSELMO BERNAD AVENUE SECTION)


L = 180.000 ln.m.


STA. 0+000.00 - STA. 0+240.00 (CANAL, RIGHT SIDE)

L = 240.000 ln.m.

SECTION 6 (RIZAL AVENUE SECTION)


L = 50.00 ln.m.

SECTION 7 (CAPISTRANO STREET SECTION)

STA. 0+000.00 - STA. 0+145.00 (CANAL & CONCRETE SHOULDER, RIGHT SIDE)

L = 145.00 ln.m.

SECTION 8 (RIZANO STREET SECTION)

STA. 0+000.00 - STA. 0+145.00 (CANAL & CONCRETE SHOULDER, RIGHT SIDE)

L = 145.00 ln.m.

SECTION 9 (MATEO BERNAD SECTION)


SECTION 10 (MABINI EXTENSION SECTION)


NET LENGTH : 457.194 ln.m. (CREEK), 1,502.260 ln.m. (CANAL),

& 290.000 ln.m. (CONCRETE SHOULDER)

2020

2

G. GENERAL DRAWING

CONSTRUCTION / MAINTENANCE OF FLOOD MITIGATION

STRUCTURES AND DRAINAGE SYSTEMS, CONSTRUCTION OF

OZAMIS CITY DRAINAGE SYSTEM PACKAGE 2,

MISAMIS OCCIDENTAL

22



REGION - X

MISAMIS OCCIDENTAL

2ND DISTRICT ENGINEERING OFFICE

TANGUB CITY

PROJECT NAME AND LOCATION: SHEET CONTENTS: SET NO.: SHEET NO.:

KEY MAP

DISTRICT MAP

2020

G

1

3

SUBMITTED: RECOMMENDED: APPROVED:

OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:

BONIFACIO

PISAANTIAMAN

LILO-AN

POBLACION

CALOLOTDIMALCO

TANGUB

LICONAN

OZAMIZ

CLARIN

TUDELA

SINACABAN

DON VICTORIANO

DIPOLO RIVER

USOGCRE

PULOT

LABO RI V ER

RI V ER

DALA

RIVER

-ON

CLA

RI V ER

R IN

TU

RI VER

DE LA

MAICAY

AN

EK

RI VER

SI NA CA B RI VAN ER

LAKE DUMINAGAT

NORTH PEAK

MOUNT MALINDANG

S E C O N D D I S T R I C T

F I R S T D I S T R I C T

SOUTH PEAK

TUNO

LAMPASAN

BAG-ONG CLARIN

PETIANAN

LALUD

BOLINSONG

D. FERNAN

TUSIK

REMEDIOS

DIGSON

MIGPANGI

BAYBAY

BAGUMBANG

SUMIRAP

BURACAN

LUMAPAS

BALATACAN

MARA-MARA

MAPUROG

SIBUYON

LODIONG

BAG-ONG ANONANG

G

CRE

BNA

N

EK

A

U

TANGABMONTOL

BUENAVISTA

KANAO-KANAO

DULLAN

LOWER USOGAN

UPPER USOGAN

BOCATOR

PANALSALAN

PANGABUAN

LABUYO

LORENZO TAN

AQUINO

MAQUILAO

STA. CRUZ

GARANGSAN APOLINARIO

TUGAS

GUINABOT

SAN VICENTE

SILANGIT

BINTANA

MALOROSILANGA

ISIDRO TAN

MINSUBONG

POLAO

STA. MARIA

BANGLAY

HOYOHOY

VILLABA

BRGY. VII

GUINALABAN

SIMASAY

MATUGNAO

OWAYAN

SICOT

PAITON

PRENZA

CANIANGAN

HOYOHOY HIGHLAND

KAUSWAGAN

LUMBANTAGUITE

SAN ANTONIO

BONGABONG

CATAGAN

BALUC

KIMAT SALIMPUNO

TITURON

CAPALARAN

MANGA

MOLICAY

CARANGAN

LABO GANGOSAN ANTONIO

DOÑA CONSUELO

MANINGCOL

CATADMAN-MANABAY

MALAUBANG

BACOLOD

BAÑADERO

BONGBONG

BAGAKAY

COGON

KATIPUNAN TIPANCOLUPAN ALTO

COLUPAN BAJO

PART OF TABOO

CAGAY-ANON

NAILON

MAIKAY

PAN-AY DIOT

UPPER CENTRO

TAGUIMASILONGON

SEBAC

LOCSOON

YAHONG

DELA PAZ

LUPAGANPAN-AY

LAPASAN

TINACLA-AN

CABUNGA-AN

KINANGAY NORTE

KINANGAY SUR GATA DAKU

GATA DIOT

LABINAY

DIGU-AN

TABID

DIMALUNAPULOT

SINUZA

BALINTAWAK

LITAPAN

MANAKA

GALA CAVINTE

KINUMAN SUR

KINUMAN NORTE

GUIMAD

GUINGONA

TRIGOSSTIMSON ABORDO

SANGAY DAKUSANGAY DIOT

EMBARGOGOTOKAN DIOT

CAPUCAO PCAPUCAO C LIPOSONG

MENTERING

CALABAYANDALAPANG

PANTAON

SINONOC

MACABAYAOSINARA ALTO

ESTRELLA

SAN LORENZO RUIZ

DINASSAN VICENTE

POBLACION

LIBERTAD BAJO

LIBERTAD ALTO

SEÑOR

SAN ISIDRO BAJO

SAN ISIDRO ALTO

ADORABLE

COLABUTANSETTLEMENT

BONGABONG

TIGDOK

CAMATING

CAHAYAG

BASIRANG

BUENAVISTA

NAMUT

GALA

MITUGAS

CENTROHULPA

MARIBOJOC

SINUZA

BALON

GUMBIL

CANIBUNGAN PROPER

DUANGUICAN

SAN NICOLAS

COLABUTAN BAJO

CANIBUNGAN PUTOL

CANICAPAN

SEGATIC DAKU

CANIBUNGAN DAKUDOLORES

MASABOD

MALIBANGCAO

GUBA

PENACIODALINGAP

BERNAD SETTLEMENT

BITOON

SEBASE

SEGATIC DIOT

CABUL-ANON

MAV

RILU BOG RE

MIV

RIGCA

YRE

NAW

A

NAPANGAN

NUEVA VISTA

GANDAWAN

LIBURON

ZA

MB

OA

NG

A D

EL

S

UR

CASILAKSAN AGUSTIN

PANGUILBRIDGE

DIGSONBRIDGE

BURACANBRIDGE

DUPOLBRIDGE BAGUMBANG

BRIDGE

PANALSALANBRIDGE II

PANALSALANBRIDGE I

BOSIKONGBRIDGE

LABUYOBRIDGE

MALUBOGBRIDGE I

MALUBOGBRIDGE II

MIGCANAWAYBRIDGE II

MIGCANAWAYBRIDGE I

DIMALOOCBRIDGE I

LABINAYBRIDGE

DIGUANBRIDGE

LITAPANBRIDGE

MANAKABRIDGE

HINAGDONGBRIDGE

BASIRANGBRIDGE

DIMALUNABRIDGE

PULOTBRIDGE I

PULOTBRIDGE II

BAGAKAYBRIDGE

LAGBASBRIDGE

MANINGCOLBRIDGE

H. RAMIROBRIDGE

LABOBRIDGE

CREEKBRIDGE

CLARINBRIDGE IICLARIN

BRIDGE I

TUDELABRIDGE II

SEBACBRIDGE II

TIGDOK/MAICAYBRIDGE II

MAN-ANBRIDGE II

SINACABANBRIDGE

SINONOCBRIDGE

COLUPANBRIDGE

P

A

N

G

U

B

I

L

A

Y

GOTOKAN DAKU

DISTRICT MAP

NOT TO SCALE

KEY MAP

NOT TO SCALE

MONTOL

3CL BEG. PROJECT / CTR JUNCTION100.853

OSMEÑABRIDGE II

DIMALOOCBRIDGE II

DIWAT

CONSTRUCTION / MAINTENANCE OF

FLOOD MITIGATION STRUCTURES AND

DRAINAGE SYSTEMS, CONSTRUCTION OF

OZAMIS CITY DRAINAGE SYSTEM,


MAHAYAG, ZAMBOANGA DEL SUR

Station:

Distance from Quarry to Project Site = 82.00 km.

Item No.: 200

DUMINGAG, ZAMBOANGA DEL SUR

Station:


Item No.: G1 & Fine Aggregate

COLOLOT, BONIFACIO, MISAMIS OCCIDENTAL

Station:


Item No.: Class 'A' Rock

OZAMIZ CITY, MISAMIS OCCIDENTAL

Station:

Distance from Warehouse/Store to

Project Site = 1.50 km.

Item No.: Cement, Reinforcing Steel & Asphalt

Materials

THIS SITE

ANTONIO A. YTING JR.

ENGINEER II

PROJECT SITE

228

ROMNIL CARL S. CABRISOS

ENGINEER I



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


LOCATION PLAN

2020

P

2

4


OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:







ENGINEER II

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PROPOSED DRAINAGE WITH SIDEWALK

PROPOSED BOX CULVERT

EXISTING DRAINAGE

EXISTING GROUTED CANAL

M

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PROPOSED DRAINAGE (BOX TYPE)

V A

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C H

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RCBC-2 BARREL

(1.70x2.55)

DRAINAGE 1

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 2

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 6

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 7

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 8

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 5

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 9

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 3 & 4

RCBC-1 BARREL

(1.5x1.5)

DRAINAGE 10

RCBC-1 BARREL

(1.5x1.5)

S

E

C

T

I

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2

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T

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N

3

S

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6

SE

CT

ION

7

SE

CT

IO

N 8

LEGENDS

PROPOSED 1.0 X 1.0M

COVERED CANAL

(BOX TYPE WITHOUT

SIDEWALK)

DRAINAGE LENGTH

DRAINAGE 1 (NEAR PURE GOLD) = 18.50 m.

DRAINAGE 2 (NEAR MEDINA GYM) = 18.50 m.

DRAINAGE 3 (NEAR ATI-ATIHAN) = 27.00 m.

DRAINAGE 4 (NEAR ATI-ATIHAN) = 18.00 m.

DRAINAGE 5 (ALONG FERNANDO

T. BERNAD AVENUE) = 13.10 m.

DRAINAGE 6 (NEAR MON'S GRILL) = 14.00 m.

DRAINAGE 7 (ALONG ISIDRO

ENGRACIA STREET) = 15.50 m.

DRAINAGE 8 (NEAR BERNAD SUBDIVISION) = 15.00 m.

DRAINAGE 9 (NEAR BEST BIKE) = 14.20 m.

DRAINAGE 10 (NEAR OCNHS) = 25.00 m.

T

IP

A

N

O

Y

C

R

E

E

K

LA

GB

AS

CR

EE

K

TOTAL LENGTH = 1,502.260 m.

SECTION 5

S

E

C

T

IO

N

1

0

SECTION 4

SECTION LENGTH

SECTIONS 2&3 (ZAMORA STREET AND

PORT ROAD SECTION, LS) = 281.06 m.

SECTION 4 (DON ANSELMO BERNAD

AVENUE SECTION, LS) = 180.00 m.

SECTION 5 (DON ANSELMO BERNAD

AVENUE SECTION, RS) = 240.00 m.

SECTION 6 (RIZAL AVENUE SECTION, RS) = 50.00 m.

SECTION 7 (CAPISTRANO STREET

SECTION, RS) = 145.00 m.

SECTION 8 (RIZANO STREET SECTION, RS) = 145.00 m.

SECTION 9 (MATEO BERNAD STREET

SECTION, RS) = 398.00 m.

SECTION 10 (MABINI EXTENSION

SECTION, LS) = 63.20 m.

PROPOSED 1.50 X 1.50M

CROSS DRAINAGE

(BOX CULVERT TYPE)

LAGBAS

BRIDGE

PE

RC

IDE

S S

TR

EE

T

P

U

N

T

A

E

N

G

R

A

C

IA

S

T

R

E

E

T

SE

CT

IO

N 9

TOTAL LENGTH = 178.80 m.

RCBC-1 BARREL

(1.70x2.55)

RCBC-5 BARREL

(1.70x2.55)

RCBC-3 BARREL

(1.70x2.55)

RCBC-4 BARREL

(1.70x2.55)

228


ENGINEER I

ITEM 103 - STRUCTURE EXCAVATION

1. EXCAVATION

1.1 THE CONTRACTOR SHALL NOTIFY THE ENGINEER SUFFICIENTLY IN ADVANCE OF THE BEGINNING OF

ANY EXCAVATION OF ALL STRUCTURES, SO THAT CROSS-SECTIONAL ELEVATIONS AND MEASUREMENT

MAY BE TAKEN ON THE UNDISTURBED GROUND. THE NATURAL GROUND ADJACENT TO THE

STRUCTURES SHALL NOT BE DISTURBED WITHOUT PERMISSION OF THE ENGINEER.

· PIPE CULVERTS : THE WIDTH OF THE PIPE TRENCH SHALL BE SUFFICIENT TO PERMIT

SATISFACTORY JOINTING OF THE PIPE AND THROUGH TAMPING OF THE BEDDING MATERIAL

UNDER AND AROUND THE PIPE.

· WIDTH OF EXCAVATION SHALL BE AT LEAST 300 MM. (12 INCHES) GREATER THAN THE

HORIZONTAL OUTSIDE DIAMETER OF THE PIPE.

· THE EXCAVATION BELOW GRADE SHALL BE BACKFILLED WITH SELECTED FINE COMPRESSIBLE

MATERIAL, E.G. SILTY CLAY OR LOAM, AND LIGHTLY COMPACTED IN LAYERS NOT OVER 150 MM. (6

INCHES).

1.2 UTILIZATION OF EXCAVATED MATERIALS

· ALL EXCAVATED MATERIALS, SO FAR AS SUITABLE WILL BE UTILIZED AS BACKFILL OR

EMBANKMENT.

· SURPLUS MATERIALS SHALL BE DISPOSED OFF AS DESIGNATED BY THE ENGINEER.

· NO EXCAVATED MATERIALS SHALL BE DEPOSITED AT ANY TIME TO ENDANGER THE PARTLY

FINISHED STRUCTURE.

1.3 BACKFILL AND EMBANKMENT FOR STRUCTURES OTHER THAN PIPE CULVERTS

· EMBANKMENT AND BACKFILLING SHALL BE LAYER BY LAYER NOT OVER 150 MM. (6 INCHES) IN

THICKNESS UP TO THE LEVEL OF ORIGINAL GROUND.

ITEM 104 - EMBANKMENT

1. MATERIALS REQUIREMENTS

EMBANKMENTS SHALL BE CONSTRUCTED OF SUITABLE MATERIALS IN CONSONANCE WITH THE FOLLOWING

DEFINITIONS :

1.1 SUITABLE MATERIALS - MATERIAL WHICH IS ACCEPTABLE IN ACCORDANCE WITH THE

CONTRACT AND WHICH CAN BE COMPACTED IN THE MANNER SPECIFIED IN THIS

ITEM. IT CAN BE COMMON MATERIAL OR ROCK.

2. CONSTRUCTION REQUIREMENTS

EMBANKMENT CONSTRUCTION SHALL CONSIST OF CONSTRUCTING ROADWAY EMBANKMENTS.

· THE PLACING AND COMPACTING OF APPROVED MATERIAL WITHIN THE ROADWAY AREAS WHERE

UNSUITABLE MATERIALS HAS BEEN REMOVED.

· THE PLACING AND COMPACTING OF EMBANKMENT MATERIALS IN HOLES, PITS, AND OTHER

DEPRESSIONS WITHIN THE ROADWAY AREA.

· THE EXISTING GROUND SHALL BE COMPACTED TO A DEPTH OF 150 MM. (6 INCHES) AND TO THE

SPECIFIED REQUIREMENTS OF THIS ITEM.

· EXISTING OLD ROAD SURFACE SHALL BE SCARIFIED TO A DEPTH OF AT LEAST 150 MM. (6 INCHES)

BEFORE EMBANKMENT TAKES PLACE. THE SCARIFIED MATERIALS THEN BE COMPACTED AS

PROVIDED IN DPWH STANDARD SPECIFICATIONS.

ITEM 101 - REMOVAL OF STRUCTURE AND OBSTRUCTION

CONSIST OF THE REMOVAL WHOLLY OR IN PART, AND SATISFACTORY DISPOSAL OF ALL BUILDINGS, FENCES,

STRUCTURES, OLD PAVEMENTS, ABANDONED PIPE LINES, AND ANY OTHER OBSTRUCTIONS WHICH ARE NOT

DESIGNATED OR PERMITTED TO REMAIN, EXCEPT FOR THE OBSTRUCTIONS TO BE REMOVED AND DISPOSED OFF

UNDER OTHER ITEMS IN THE CONTRACT. IT SHALL ALSO INCLUDE THE SALVAGING OF DESIGNATED MATERIALS AND

BACKFILLING THE RESULTING TRENCHES, HOLES, AND PITS.

1. REMOVAL OF EXISTING BRIDGES, CULVERTS, AND OTHER DRAINAGE STRUCTURES

· IT SHALL BE IN ACCORDANCE WITH ALL THE REQUIREMENTS OF SUBSECTION 101.2.2, REMOVAL OF

EXISTING BRIDGES, CULVERTS, AND OTHER DRAINAGE STRUCTURES.

2. REMOVAL OF PIPES OTHER THAN PIPE CULVERTS

UNLESS OTHERWISE PROVIDED, ALL PIPES SHALL BE CAREFULLY REMOVED AND EVERY PRECAUTION

TAKEN TO AVOID BREAKAGE OR DAMAGED. PIPES TO BE RELAID SHALL BE REMOVED AND STORED WHEN

NECESSARY SO THAT THERE WILL BE NO LOSS OF DAMAGE BEFORE RE-LAYING. THE CONTRACTOR SHALL REPLACE

SECTIONS LOST FROM STORAGE OR DAMAGE BY NEGLIGENCE, AT HIS OWN EXPENSE.

3. REMOVAL OF EXISTING PAVEMENT, SIDEWALKS, CURBS, ETC.

ALL CONCRETE PAVEMENT, BASE COURSE, SIDEWALKS, CURBS, GUTTERS, ETC., DESIGNATED FOR

REMOVAL, SHALL BE:

(1) BROKEN INTO PIECES AND USED FOR RIPRAP ON THE PROJECT, OR

(2) BROKEN INTO PIECES, THE SIZE OF WHICH SHALL NOT EXCEED 300 MM (12 INCHES) IN ANY DIMENSION AND

STOCKPILED AT DESIGNATED LOCATIONS ON THE PROJECT FOR USE BY THE GOVERNMENT, OR

(3) OTHERWISE DEMOLISHED AND DISPOSED OFF AS DIRECTED BY THE ENGINEER. WHEN SPECIFIED, BALLAST,

GRAVEL, BITUMINOUS MATERIALS OR OTHER SURFACING OR PAVEMENT MATERIALS SHALL BE REMOVED AND

STOCKPILED AS REQUIRED IN SUBSECTION 101.2.1, OTHERWISE SUCH MATERIALS SHALL BE DISPOSED OFF AS

DIRECTED.

CONSTRUCTION REQUIREMENTS



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY



1/4

2020

G

3

5


OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:







ENGINEER II

ITEM 200 - AGGREGATE SUB - BASE COURSE

1. MATERIAL REQUIREMENTS

· AGGREGATE FOR SUB - BASE COURSE SHALL CONSIST OF HARD, DURABLE

PARTICLES OR FRAGMENTS OF CRUSHED STONE, CRUSHED SLAG OR

CRUSHED OR NATURAL GRAVEL AND FILLER OF NATURAL OR CRUSHED SAND

OR OTHER FINELY DIVIDED MINERAL MATTER. THE COMPOSITE MATERIAL

SHALL BE FREE FROM VEGETABLE MATTER AND LUMPS OR BALLS OF CLAY,

AND SHALL BE OF SUCH NATURE THAT IT CAN BE COMPACTED READILY TO

FORM A FIRM, STABLE BASE.

2. PREPARATION OF EXISTING SURFACE

· THE EXISTING SURFACE SHALL BE GRADED AND FINISHED AS PROVIDED

UNDER ITEM 105, SUBGRADE PREPARATION, BEFORE PLACING THE BASE

MATERIAL.

ITEM 105 - SUBGRADE PREPARATION

1. SUBGRADE IN COMMON EXCAVATION

UNLESS OTHERWISE SPECIFIED, ALL MATERIALS BELOW SUBGRADE LEVEL IN EARTH CUTS

TO A DEPTH 150 MM OR OTHER DEPTH SHOWN ON THE PLANS OR AS DIRECTED BY THE

ENGINEER SHALL BE EXCAVATED.

2. SUBGRADE IN ROCK EXCAVATION

SURFACE IRREGULARITIES UNDER THE SUBGRADE LEVEL REMAINING AFTER TRIMMING OF

THE ROCK EXCAVATION SHALL BE LEVELED BY PLACING SPECIFIED MATERIAL AND

COMPACTED TO THE REQUIREMENTS OF SUBSECTION 104.3.3.

3. SUBGRADE ON EMBANKMENT

· IT SHALL BE IN ACCORDANCE WITH SUBSECTION 105.3.5 SUBGRADE ON EMBANKMENT.

4. SUBGRADE ON EXISTING PAVEMENT

· IT SHALL BE IN ACCORDANCE WITH SUBSECTION 105.3.6 SUBGRADE ON EXISTING

PAVEMENT.

228


ENGINEER I

ITEM 404 - REINFORCING STEEL BARS

1. DESCRIPTION

· THIS ITEM SHALL CONSIST OF FURNISHING, BENDING, FABRICATING AND PLACING OF STEEL REINFORCEMENT

OF THE TYPE, SIZE, SHAPE AND GRADE REQUIRED IN ACCORDANCE WITH THIS SPECIFICATION AND IN

CONFORMITY WITH THE REQUIREMENTS SHOWN ON THE PLANS OR AS AS DIRECTED BY THE ENGINEER.


· REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF ITEM 710, REINFORCING STEEL AND WIRE ROPE.

ITEM 405 - STRUCTURAL CONCRETE

THIS ITEM SHALL CONSIST OF FURNISHING, BENDING,PLACING AND FINISHING CONCRETE IN ALL STRUCTURES

EXCEPT PAVEMENTS IN ACCORDANCE WITH THIS SPECIFICATION AND CONFORMING TO THE LINES, GRADES, AND

DIMENSIONS SHOWN ON THE PLANS. CONCRETE SHALL CONSIST OF A MIXTURE OF PORTLAND CEMENT, FINE

AGGREGATE, COARSE AGGREGATE, ADMIXTURE WHEN SPECIFIED, AND WATER MIXED IN THE PROPORTIONS

SPECIFIED OR APPROVED BY THE ENGINEER.

THE CLASSES OF CONCRETE WILL GENERALLY BE USED AS FOLLOWS:

CLASS A - ALL SUPERSTRUCTURES AND HEAVILY REINFORCED SUBSTRUCTURES. THE IMPORTANT PARTS OF THE

STRUCTURE INCLUDED ARE SLABS, BEAMS, GIRDERS, COLUMNS, ARCH RIBS, BOX CULVERTS, REINFORCED

ABUTMENTS, RETAINING WALLS, AND REINFORCED FOOTINGS.

CLASS B - FOOTINGS, PEDESTALS, MASSIVE PIER SHAFTS, PIPE BEDDING, AND GRAVITY WALLS, UNREINFORCED

OR WITH ONLY A SMALL AMOUNT OF REINFORCEMENT.

CLASS C - THIN REINFORCED SECTIONS, RAILINGS, PRECAST R.C. PILES AND CRIBBING AND FOR FILLER IN STEEL

GRID FLOORS.

CLASS P - PRESTRESSED CONCRETE STRUCTURES AND MEMBERS.

SEAL - CONCRETE DEPOSITED IN WATER.

MATERIAL REQUIREMENTS

PORTLAND CEMENT

IT SHALL CONFORM TO ALL THE REQUIREMENTS OF SUBSECTION 311.2.1.

FINE AGGREGATE

IT SHALL CONFORM TO ALL THE REQUIREMENTS OF SUBSECTION 311.2.2.

COARSE AGGREGATE

IT SHALL CONFORM ALL THE REQUIREMENTS OF SUBSECTION 311.2.3 EXCEPT THAT GRADATION SHALL

CONFORM TO TABLE 405.1.

ITEM 311 - PORTLAND CEMENT CONCRETE PAVEMENT

MATERIALS

1.1 PORTLAND CEMENT

· USE TYPE 1 PORTLAND CEMENT, 40 KGS.; " IF CEMENT IS USED IN BULK, THE

ENGINEER SHALL BE INFORMED.

· MIXING PROPORTION : USE CLASS "A" , 364 KGS./CU.M. OF CONCRETE OR 9.10

BAGS /CU.M.

1.2 FINE AGGREGATE

· REFER TO TABLE 311.1 - GRADING REQUIREMENTS IN DPWH STANDARD

SPECIFICATION 2004 EDITION.

1.3 COARSE AGGREGATE

· REFER TO TABLE 311.2 - GRADING REQUIREMENTS IN DPWH STANDARD

SPECIFICATION 2004 EDITION.

1.4 WATER

· IF DRINKABLE WATER IS USED, NO TEST IS REQUIRED.

· IF NOT DRINKABLE WATER, TEST IS REQUIRED.

3. PLACING

· IT SHALL BE IN ACCORDANCE WITH ALL THE REQUIREMENTS OF SUBSECTION 201.3.2, PLACING.

4. SPREADING AND COMPACTING

· IT SHALL BE IN ACCORDANCE WITH ALL THE REQUIREMENTS OF SUBSECTION 201.3.3, SPREADING

AND COMPACTING.

5. PROTECTION OF COMPLETED WORK

· THE CONTRACTOR SHALL BE REQUIRED TO PROTECT AND MAINTAIN AT HIS OWN EXPENSE OF THE

ENTIRE WORK WITHIN THE LIMITS OF HIS CONTRACT IN GOOD CONDITION SATISFACTORY TO THE

ENGINEER FROM TIME TO TIME UNTIL ALL WORK SHALL BE COMPLETED.



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY



2/4

2020

G

4

6


OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:







ENGINEER II


228


ENGINEER I

ITEM 505 - RIPRAP AND GROUTED RIPRAP

CONSIST OF THE FURNISHING AND PLACING OF RIPRAP WITH OR WITHOUT GROUT AS THE

CASE MAY BE, WITH OR WITHOUT FILTER BACKING, FURNISHED AND CONSTRUCTED IN

ACCORDANCE WITH THIS SPECIFICATION AND TO THE LINES AND GRADES AND DIMENSIONS

SHOWN ON THE PLANS.

1. MATERIAL REQUIREMENT

1.1. STONES

CONSIST OF ROCK AS NEARLY AS RECTANGULAR IN SECTION AS IN PRACTICAL,

EXCEPT THAT RIPRAP OF CLASS A MAY CONSIST OF ROUND NATURAL STONES. THE

STONES SHALL BE SOUND, TOUGH, DURABLE, DENSE, RESISTANT TO THE ACTION OF

AIR AND WATER, AND SUITABLE IN ALL RESPECTS FOR THE PURPOSE INTENDED.

CLASS A - STONES RANGING FROM A MINIMUM OF 15KG TO A MAXIMUM OF 25KG

WITH AT LEAST 50 PERCENT OF THE STONES WEIGHING MORE THAN 20KG.

1.2 FILTER

WHEN REQUIRED, THE RIPRAP SHALL BE PLACED ON A FILTER LAYER TO

PREVENT FINE EMBANKMENT MATERIALS TO BE WASHED OUT THROUGH THE VOIDS

OF THE FACE STONES. THE GRADING OF THE FILTER MATERIAL SHALL BE AS

SPECIFIED ON THE PLANS, OR IN THE SPECIAL PROVISIONS. IF NOT SO SPECIFIED, IT

WILL BE REQUIRED THAT D OF THE FILTER IS AT LEAST 4 TIMES THE SIZE D FOR THE

EMBANKMENT MATERIAL, WHERE D PERCENT AND 85 PERCENT, RESPECTIVELY,

PASSING (BY MASS) IN A GRAIN SIZE ANALYSIS. FINE AGGREGATE PASSING GRADING

REQUIREMENTS FOR ITEM 405, STRUCTURAL CONCRETE, WILL SATISFY FOREGOING

REQUIREMENTS.

1.3 MORTAR

MORTAR FOR GROUTED RIPRAP SHALL CONSIST OF SAND, CEMENT AND WATER

CONFORMING TO THE REQUIREMENTS GIVEN UNDER ITEM 405, STRUCTURAL

CONCRETE, MIXED IN THE PROPORTION OF ONE PART CEMENT TO THREE PARTS

SAND BY VOLUME, AND SUFFICIENT WATER TO OBTAIN THE REQUIRED CONSISTENCY.

THE HORIZONTAL AND VERTICAL CONTACT SURFACE BETWEEN STONES SHALL

BE EMBEDDED BY CEMENT MORTAR HAVING A MINIMUM THICKNESS OF 20 mm.

SUFFICIENT MORTAR SHALL BE USED TO COMPLETELY FILL ALL VOIDS LEAVING THE

FACE OF THE STONES EXPOSED.


2.1 EXCAVATION

THE BED FOR RIPRAP SHALL BE EXCAVATED TO THE REQUIRED DEPTHS AND

PROPERLY COMPACTED, TRIMMED AND SHAPED.

THE RIPRAP SHALL BE FOUNDED IN A TOE TRENCH DUG BELOW THE DEPTH OF

SCOUR AS SHOWN ON THE PLANS OR AS ORDERED BY THE ENGINEER. THE TOE

TRENCH SHALL BE FILLED WITH STONE OF THE SAME CLASS AS THAT SPECIFIED FOR

THE RIPRAP, UNLESS OTHERWISE SPECIFIED.

2.2 PLACING

STONES PLACED BELOW THE WATER LINE SHALL BE DISTRIBUTED SO THAT THE MINIMUM

THICKNESS OF THE TRIP IS NOT LESS THAN THAT SPECIFIED.

STONES ABOVE THE WATER LINE SHALL BE PLACED BY HAND OR INDIVIDUALLY BY

MACHINE. THEY SHALL BE LAID WITH CLOSE, BROKEN JOINTS AND SHALL BE FIRMLY BEDDED

INTO THE SLOPE AND AGAINST THE ADJOINING STONES. EACH STONE SHALL BE LAID WITH ITS

LONGEST AXIS PERPENDICULAR TO THE SLOPE IN CLOSE CONTACT WITH EACH ADJACENT

STONE. THE RIPRAP SHALL BE THOROUGHLY RAMMED INTO PLACE AS CONSTRUCTION

PROGRESSES AND THE FINISHED SURFACE SHALL PRESENT AN EVEN, TIGHT SURFACE.

INTERSTICES BETWEEN STONES SHALL BE FILLED WITH SMALL BROKEN FRAGMENTS FIRMLY

RAMMED INTO PLACE.

UNLESS OTHERWISE PROVIDED, RIPRAP SHALL BE HAVE THE FOLLOWING MINIMUM

THICKNESS, MEASURED PERPENDICULAR TO THE SLOPE:

CLASS A - 300 mm

CLASS B - 500 mm

CLASS C - 600 mm

CLASS D - 800 mm

THE SURFACE OF RIPRAP SHALL NOT VARY FROM THE THEORETICAL SURFACE BY MORE

THAN 100 mm AT ANY POINT.

2.3 GROUTING

WHEN GROUTED RIPRAP IS SPECIFIED, STONES SHALL BE SHAPED BY HAND, OR

INDIVIDUALLY BY MACHINE AS SPECIFIED FOR RIPRAP PLACED ABOVE THE WATER LINE. THE

SPACES BETWEEN THE STONES SHALL THEN BE FILLED WITH CEMENT MORTAR THROUGHOUT

THE THICKNESS OF THE RIPRAP AS SPECIFIED IN SUBSECTION 504, MORTAR. SUFFICIENT

MORTAR SHALL BE USED TO COMPLETELY FILL ALL VOIDS, EXCEPT THAT THE FACE SURFACE

OF THE STONES SHALL BE LEFT EXPOSED.

GROUT SHALL BE PLACED FROM BOTTOM TO TOP OF THE SURFACE SWEPT WITH A STIFF

BROOM. AFTER GROUTING IS COMPLETED, THE SURFACE SHALL BE CURED AS SPECIFIED IN

ITEM 45, STRUCTURAL CONCRETE FOR A PERIOD OF AT LEAST THREE DAYS.

THE STONES SHALL ALSO BE LAID IN A MANNER THAT THE VERTICAL AND HORIZONTAL

ALIGNMENTS OF THE EXPOSED FACE SHALL, AS POSSIBLE BE MAINTAINED IN A STRAIGHT LINE.

2.4 WEEPHOLES

ALL WALLS AND ABUTMENTS SHALL BE PROVIDED WITH WEEPHOLES. UNLESS

OTHERWISE SHOWN ON THE PLANS OR DIRECTED BY THE ENGINEER, THE WEEPHOLES SHALL

BE PLACED HORIZONTALLY AT THE LOWEST POINTS WHERE FREE OUTLETS FOR WATER CAN

BE OBTAINED AND SHALL BE SPACED AT NOT MORE THAN 2 m CENTER TO CENTER IN A

STAGGERED MANNER. THE LENGTH OF THE WEEPHOLES SHALL NOT BE AT LEAST 50 mm

DIAMETER PVC OR OTHER PIPE MATERIALS ACCEPTED BY THE ENGINEER. WEEPHOLES MUST

BE PROVIDED WITH FILTER BAGS AS SPECIFIED IN SPECIAL PROVISION OR AS DIRECTED BYT

THE ENGINEER, AND SHALL BE INCIDENTAL TO PAY ITEM 505.




REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY



3/4

2020

G

5

7


OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:







ENGINEER II

228


ENGINEER I



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


2020

G

6

8


OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:


4/4







ENGINEER II

ITEM 508 - HAND-LAID ROCK EMBANKMENT

1. DESCRIPTION

THIS ITEM SHALL CONSIST OF HAND-LAID ROCK EMBANKMENT, AS DESIGNATED IN THE BID SCHEDULE,

CONSTRUCTED IN ACCORDANCE WITH THIS SPECIFICATION AND IN CONFORMITY WITH THE LINES AND GRADES

SHOWN ON THE PLANS OR ESTABLISHED BY THE ENGINEER.


STONES SHALL BE SOUND AND DURABLE AND FURNISHED IN A WELL-BALANCED RANGE OF SIZES MEETING

THE REQUIREMENTS HEREIN.

UNLESS OTHERWISE PROVIDED BY THE PLANS OR SPECIAL PROVISIONS, ALL STONES SHALL BE MORE THE

0.015 CUBIC METER IN VOLUME AND NOT LESS THAN 75 PERCENT OF THE TOTAL VOLUME OF ROCK

EMBANKMENT AND SHALL CONSIST OF STONES 0.03 CUBIC METER IN VOLUME. STONES OBTAINED FROM

EXCAVATION PERFORMED UNDER THIS CONTRACT MAY BE USED. ADOBE STONE SHALL NOT BE USED, UNLESS

OTHERWISE SPECIFIED.


SUFFICIENT EXCAVATION SHALL BE MADE TO EXPOSE A FOUNDATION BED THAT IS SATISFACTORY TO THE

ENGINEER. THE STONES SHALL BE FOUNDED ON THIS BED AND LAID TO THE LINES AND DIMENSIONS

REQUIRED.

STONES SHALL BE LAID FLAT AND SECURELY PLACED WITH BROKEN JOINT LINES. THE LARGER STONES

SHALL GENERALLY BE LOCATED ON THE LOWER PART OF THE STRUCTURE AND VOIDS SHALL BE ELIMINATED

TO THE EXTENT POSSIBLE. SPALLS SMALLER THAN THE MINIMUM STONE SIZE SPECIFIED IN SECTION 506.2,

MATERIAL REQUIREMENTS, SHALL BE USED TO CHECK THE LARGER STONES SOLIDLY IN POSITION AND TO

SUBSTANTIALLY FILL VOIDS BETWEEN THE MAJOR STONES AS LAID IN THE EMBANKMENT. THE EXPOSED FACE

OF THE ROCK MASS SHALL BE REASONABLY UNIFORM, WITH NO PROJECTIONS OF MORE THAN 150mm BEYOND

THE NEAT LINES SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER.

BACKFILL ADJACENT TO THE HAND-LAID ROCK EMBANKMENT SHALL BE FILLED ENTIRELY WITH

ACCEPTABLE MATERIAL COMING FROM EXCAVATION ITEMS AND COMPACTED.

4. METHOD OF MEASUREMENT

THE QUANTITY TO BE PAID FOR WILL BE THE NUMBER OF CUBIC METER OFHAND-LAID ROCK EMBANKMENT

MEASURED IN PLACE, COMPLETED AND ACCEPTED.


228


ENGINEER I

ITEM NO. DESCRIPTIONUNIT

QUANTITY REMARKS

PART B OTHER GENERAL REQUIREMENTS

CONSTRUCTION SAFETY AND HEALTH

7.94

B.7

MOBILIZATION/DEMOBILIZATION

1.00L.S.B.9

PART C EARTHWORKS

PROJECT BILLBOARD/SIGNBOARDB.5

PART A FACILITIES FOR THE ENGINEERS

PROVISION OF FIELD OFFICE FOR THE ENGINEER (RENTAL BASIS)A.1.1(8)

mos. 7.94

each 2.00

mos.

ROAD WORKS SAFETY AND TRAFFIC MANAGEMENTB.8days 238.00

103(1)5,383.408

cu.m.STRUCTURE EXCAVATION

EMBANKMENT FROM STRUCTURE EXCAVATION

PART F DRAINAGE & SLOPE PROTECTION STRUCTURES

901(1) LEAN CONCRETE cu.m. 80.461

104(7)

cu.m. 320.087

SUMMARY OF QUANTITIES

101(1) REMOVAL OF STRUCTURES AND OBSTRUCTION2,538.097

NOTE:

1. THE QUANTITIES OF ALL ITEMS OF WORK PRESENTED ARE SUBJECT TO INCREASE/DECREASE DEPENDING ON THE ACTUAL ACCOMPLISHMENT AS CERTIFIED BY THE ENGINEER.

2. BEFORE THE START OF THE ACTUAL CONSTRUCTION, THE AS-STAKED PLAN SHOULD BE SUBMITTED TO THIS OFFICE IN ORDER THAT IMMEDIATE STEP MAY BE UNDERTAKEN TO

CORRECT OR ADJUST WHATEVER APPRECIABLE DEVIATION THERE MAY BE FROM THE ORIGINAL PLAN.

505(2)a GROUTED RIPRAP ( Class A) cu.m. 1,052.121

405 STRUCTURAL CONCRETE cu.m. 2,278.163

404 REINFORCING STEEL Kgs. 215,388.684



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


SUMMARY OF QUANTITIES

2020

G

7

9


OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:






sq.m.

PART G DRAINAGE & SLOPE PROTECTION STRUCTURES


ENGINEER II

228


ENGINEER I

101(3)b1 REMOVAL OF ACTUAL STRUCTURES/OBSTRUCTION, PCCP

(Unreinforced, t=0.15m)

135.750

sq.m.

101(3)b2

101(3)c2

101(4)a176.000

Ln.m.

REMOVAL OF ACTUAL STRUCTURES/OBSTRUCTION, PCCP

(Unreinforced, t=0.20m)

652.530sq.m.

REMOVAL OF ACTUAL STRUCTURES/OBSTRUCTION, ACP (t=0.10m)77.700

sq.m.

REMOVAL OF ACTUAL STRUCTURES/OBSTRUCTION, RCPC (610mm Dia.)

101(4)a352.000

Ln.m.

REMOVAL OF ACTUAL STRUCTURES/OBSTRUCTION, RCPC (910mm Dia.)

SUB-GRADE PREPARATION

105(1)a

sq.m. 377.000

PART D BASE AND SUBBASE COURSE

200(1) AGGREGATE SUBBASE COURSE (t=0.15m)56.550

cu.m.

PART E SURFACE COURSE

311(1)b1 PCC PAVEMENT (Unreinforced, t=0.20m)

sq.m. 377.000

508(1) HAND-LAID ROCK EMBANKMENT cu.m. 198.052

REMOVAL OF STONE MASONRY LINED DRAINAGE STRUCTURES

797.346

101(1)c

REMOVAL OF CONCRETE DRAINAGE STRUCTURES

46.516

101(1)d

cu.m.

cu.m.

G R A D I N G Q U A N T I T I E S

DISTANCE

REMARKS

STATION

B. P.

STA. 0+000.000 - STA. 0+098.758

STA. 0+116.564 - STA. 0+246.135

STA. 0+262.135 - STA. 0+353.620

STA. 0+359.620 - STA. 0+383.815

STA. 0+389.815 - STA. 0+410.230

STA. 0+431.230 - STA. 0+524.000

455.194

CU.M.

ITEM 103(1)aSTRUCTUREEXCAVATION

TOTAL ESTIMATE

2,807.155

CU.M.

ROADWAY &DRAINAGE

EXCAVATION

2,807.155

5,383.4085,383.408

SECTION 1 (LAGBAS CREEK SECTION):

428.209

CU.M.

ITEM 105(1)aSUBGRADE

PREPARATION

-

377.000

ITEM 901LEAN CONCRTE

CU.M.

80.461

80.461



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


GRADING QUANTITIES

PAVING QUANTITIES

2020

G

8

10


OPHELIA T. GORRE


DATE:

VIVIAN R. LUMINGKIT


DATE:



DATE:

PREPARED:

REVIEWED:

DIONISIO C. ANONAS

ENGINEER II

DATE:

DRAFTED:







ENGINEER II

228


ENGINEER I

STA.0+000.000 - STA. 0+281.060281.060

420.185420.185

SECTION 2 & 3 (ZAMORA STREET & PORT ROAD SECTION, LEFT SIDE):

--

CU.M.

ITEM 104(7)EMBANKMENT FROM

STRUCTUREEXCAVATION

320.087

320.087

-

SQ.M.

ITEM 200(1)AGGREGATE

SUBBASE COURSE

-

56.550

-

STA.0+000.000 - STA. 0+180.000180.000

269.100269.100

SECTION 4 (DON ANSELMO BERNAD AVENUE SECTION, LEFT SIDE):

-- -

STA.0+000.000 - STA. 0+240.000240.000

358.800358.800

SECTION 5 (DON ANSELMO BERNAD AVENUE SECTION, RIGHT SIDE):

-- -

STA.0+000.000 - STA. 0+050.00050.000

74.75074.750

SECTION 6 (RIZAL AVENUE SECTION, RIGHT SIDE):

-- -

STA.0+000.000 - STA. 0+145.000145.000

326.105326.105

SECTION 7 (CAPISTRANO STREET SECTION, RIGHT SIDE):

188.500- 28.275

STA.0+000.000 - STA. 0+145.000145.000

326.105326.105

SECTION 8 (RIZANO STREET SECTION, RIGHT SIDE):

188.500- 28.275

STA.0+000.000 - STA. 0+398.000398.000

595.010595.010

SECTION 9 (MATEO BERNAD STREET, RIGHT SIDE):

-- -

STA.0+000.000 - STA. 0+063.20063.200

94.48494.484

SECTION 10 (MABINI EXTENSION SECTION, LEFT SIDE):

-- -

-

-

-

-

-

-

-

LENGTH 145.00 M.

WIDTH 1.30 M.

AREA 188.50 SQ.M.

STA. 000.000 - STA. 0+145.000

P A V I N G Q U A N T I T I E SSECTION 7 (CAPISTRANO STREET SECTION, RS)

STA. 000.000 - STA. 0+145.000

SECTION 8 (RIZANO STREET SECTION, RS)

LENGTH 145.00 M.

WIDTH 1.30 M.

AREA 188.50 SQ.M.

TOTAL AREA 377.00 SQ. M.

S. ROAD TYPICAL SECTIONS,

SCHEDULE & DETAILS

2020

11

CONSTRUCTION / MAINTENANCE OF FLOOD MITIGATION

STRUCTURES AND DRAINAGE SYSTEMS, CONSTRUCTION OF

OZAMIS CITY DRAINAGE SYSTEM PACKAGE 2,

MISAMIS OCCIDENTAL

22

SET NO.: SHEET NO.:

S

1

12

TYPICAL CHANNEL SECTION

1/2

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY

PROJECT NAME AND LOCATION: SHEET CONTENTS:

PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE


VIVIAN R. LUMINGKIT CAROL LYN C. ABINALES

OIC, DISTRICT ENGINEER

DATE:


DATE:

REVIEWED:

1.00 6.00 1.00

TOP OF FLOOD CONTROL STRUCTURE

LEAN CONCRETE

BOTTOM ELEVATION OF STRUCTURE

SEE SPOT DETAIL 'A'

SEE DETAIL

SLOPE PROTECTION

CHANNEL WIDTH


SCALE 1:50 MTS

3.00 3.00

0.75

SIDEWALK

LEAN CONCRETE

SIDEWALK

1.70

0.75

0.30

0.30

1.70

VA

RIE

S0.30

VA

RIE

S0.3

0

0.10

4.50


ENGINEER II






C

L

2.0

1.0

2.0

1.0

0.400.40

ITEM 104(7) EMBANKMENT FROM

STRUCTURE EXCAVATION

1.00 6.00 1.00


LEAN CONCRETE


SEE SPOT DETAIL 'A'

SEE DETAIL

SLOPE PROTECTION

CHANNEL WIDTH


SCALE 1:50 MTS

3.00 3.00

0.75

SIDEWALK

LEAN CONCRETE

SIDEWALK

1.70

0.75

0.30

0.30

1.70

4.50

C

L

2.0

1.0

2.0

1.0

0.400.40

VA

RIE

S

2.0

1.0

2.0

1.0

0.10

0.30

ITEM 508(1) HAND-LAID ROCK

EMBANKMENT

WITH HAND-LAID ROCK EMBANKMENT

0.40 0.40


2211


ENGINEER I

SET NO.: SHEET NO.:

S

2

13

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

6.00 1.00



SEE DETAIL

SLOPE PROTECTION

CHANNEL WIDTH


SCALE 1:50 MTS

3.00 3.00

0.75

LEAN CONCRETE

SIDEWALK

1.70

0.75

0.30

0.30

1.70

VA

RIE

S0.3

0

4.50


ENGINEER II






C

L

2.0

1.0

2.0

1.0

0.400.40

ITEM 104(7) EMBANKMENT FROM

STRUCTURE EXCAVATION


EXISTING PCCP

WITH EXISTING PCCP AT LEFT SIDE

2211


2/2


ENGINEER I

SET NO.: SHEET NO.:

S

3

14

DETAIL OF SLOPE PROTECTION

WHEEL GUARD DETAIL

SCHEDULE OF SLOPE PROTECTION

PERSPECTIVE

SPOT DETAIL "A"

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

DETAIL OF SLOPE PROTECTION

SCALE 1:20 NTS

1.00

ELEVATIONSECTION

0.40

WHEEL GUARD DETAIL

SCALE 1:20M

0.30

0.50

0.40

0.50

WHEEL GUARD

(SEE DETAIL)

PERSPECTIVE

0.30

2.0

1.0

2"Ø WEEP HOLES

@ 2.0m O.C.

BOULDERS

APPROX. 0.30m

ITEM 901 - LEAN CONCRETE

100mm THICK

COMPACTED FILL

SPOT DETAIL 'A'

SCALE 1:25 MTS

L I M I T LENGTHLOCATION

SCHEDULE OF SLOPE PROTECTION


197.516 Ln.mSTA. 0+000.000 - STA. 0+098.758BOTH SIDE

0

.

3

0

H =

1.70

m



ENGINEER II










965.388 Ln.mTOTAL LENGTH


2211


ENGINEER I

SET NO.: SHEET NO.:

S

4

15

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

TYPICAL CROSS SECTION

1/2


ENGINEER II






1.30

EXISTING

SHOULDER EXISTING PAVEMENT EXISTING PAVEMENT EXISTING SHOULDER

PROPOSED

COVERED CANAL

(SEE DETAIL)

C

L

1.30

EXISTING

SHOULDEREXISTING PAVEMENTEXISTING PAVEMENTEXISTING SHOULDER

PROPOSED

COVERED CANAL

(SEE DETAIL)

C

L


SCALE 1:75 MTS


PROPOSED COVERED CANAL, LEFT SIDE OF EXISTING 4-LANE PCCP


SCALE 1:75 MTS



PROPOSED COVERED CANAL, RIGHT SIDE OF EXISTING 4-LANE PCCP

RROW LIMIT = 20.00 M.

RROW LIMIT = 20.00 M.

2211


ENGINEER I

SET NO.: SHEET NO.:

S

5

16

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

L I M I T LENGTHLOCATION

SCHEDULE OF COVERED CANAL

281.06 Ln.mSTA. 0+000.00 - STA. 0+281.06



2/2

COVERED CANAL DETAIL

SCHEDULE OF COVEREDCANALANTONIO A. YTING JR.

ENGINEER II






COVERED CANAL DETAIL

SCALE 1:20m

0.15 0.151.00

0.20

1.0

00.15

1.35

1.30

12MMØ DEF. BARS

12MMØ U-BARS

SPACED @ 0.30M O.C.

CONCRETE CANAL

16MMØ TOP AND BOTTOM BARS

SPACED AS SHOWN

16MMØ TRANSVERSE BARS

SPACED 0.20M.O.C.

1,502.26 Ln.mTOTAL LENGTH

LEFT SIDE

STA. 0+000.00 - STA. 0+180.00


LEFT SIDE 180.00 Ln.m

STA. 0+000.00 - STA. 0+240.00


RIGHT SIDE 240.00 Ln.m

STA. 0+000.00 - STA. 0+050.00



STA. 0+000.00 - STA. 0+145.00



STA. 0+000.00 - STA. 0+145.00



STA. 0+000.00 - STA. 0+398.00

SECTION 9 (MATEO BERNAD STREET SECTION)


STA. 0+000.00 - STA. 0+063.20


LEFT SIDE 63.20 Ln.m

PROPOSED

COVERED CANAL

(SEE DETAIL)


SCALE 1:75 MTS



PROPOSED CONCRETE SHOULDER AND COVERED CANAL, RIGHT SIDE

EXISTING PAVEMENTEXISTING PAVEMENT 1.30 1.30

PROPOSED

CONCRETE

SHOULDER

10.20

EXISTING SHOULDER

C

L


SCALE 1:75 MTS


SECTION 9 (MATEO BERNAD STREET SECTION)


PROPOSED COVERED CANAL, LEFT SIDE

EXISTING PAVEMENT EXISTING PAVEMENT

EXISTING

SHOULDER1.30

10.20

EXISTING SHOULDER

C

L

2211


ENGINEER I

SET NO.: SHEET NO.:

S

6

17

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

CATCH BASIN DETAIL

COVERED CANAL LAYOUT

CATCH BASIN COVER DETAIL

ISOMETRIC VIEW OF CATCH BASIN COVER


ENGINEER II






R

O

A

D

W

A

Y

R

O

A

D

W

A

Y

S

H

O

U

L

D

E

R

S

H

O

U

L

D

E

R

CATCH BASIN

NOTE:

CATCH BASIN SHALL BE IN

EVERY 30 M LENGTH

D

=

3

0

.

0

M

0.05 m Ø HOLES

12MMØ DEF. BARS

12MMØ U-BARS

SPACED @ 0.30M O.C.

CONCRETE CANAL

CATCH BASIN DETAIL

SCALE 1 :20M

BOTTOM OF CANAL

1.00

0.6

0

0.1

5

1.75

0.15

0.151.00

1.30

COVERED CANAL LAYOUT

NOT TO SCALE

0.22m

1

.

3

0

m

0

.

3

0

m

0

.

7

0

m

ISOMETRIC VIEW OF CATCH BASIN COVER

NOT TO SCALE

0.2

00.02

1.30

0.15

0.22

1.00

0.30

1.3

0

0.70

0.04

CATCH BASIN COVER DETAIL

SCALE 1:25m

1.00

6 - 16 mm Ø BARS SPACED AS SHOWN

7 - 12 mm Ø BARS STIRRUPS

6 - 16 mm Ø BARS SPACED AS SHOWN

7 - 12 mm Ø BARS STIRRUPS

2211


ENGINEER I

SET NO.: SHEET NO.:

S

7

18

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

REINFORCED CANAL COVER


ENGINEER II






CATCH BASIN COVER

(SEE DETAIL)

0.20m THICK CANAL COVER

PLAN

0.30

16MMØ LONGITUDINAL BARS

SPACED AS SHOWN

16MMØ TRANSVERSE BARS

SPACED 0.20M.O.C.

0.05m Ø HOLES

0.4

0

0.30

1.30

SLAB DETAIL

REINFORCED CANAL COVER

SCALE 1: 25

0.30 0.30

1.00

2211


ENGINEER I

SET NO.: SHEET NO.:

S

8

19

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

BOX CULVERT CROSS SECTION

DETAIL 'A'

DETAIL 'B'

TYPICAL DETAIL OF APPROACH SLAB

LEGEND

TYPICAL DETAIL OF APPROACH SLAB

BOX CULVERT

# 4 @ 0.30 O.C.

# 4 x 3.00 @ 0.30O.C.

APPROACH SLAB

ASPHALT SEAL

# 4 @ 0.30 O.C.

0.15

.05

0.15

2 # 4

HORIZONTAL

SKEW

ANGLE

90°

60°

45°

LENGTH

OF

WINGWALLS

L = L = 1.414c

L = 1.414c

L = 1.033c

L = 2c

L = c

1 2

1

2

WHERE :

C = 1.5 (h + t - 0.60) FOR SLOPE 3:2

C = 2 (h + t - 0.60) FOR SLOPE 2:1

C = 3 (h + t - 0.60) FOR SLOPE 3:1

HORIZONTAL

SKEW

ANGLE

L

(m)

90°

60°

45°

W + 2tan [( H + t ) - ( B + 0.20 )]

1.1547 {W + tan [(H + t) - (B + 0.20)}

1.4142 {W + 2tan [(H + t) - (B + 0.20)]}

1.00

0.20

0.60

0.60

DETAIL 'A'

0.1

5

0.10 0.20

0.30

t +

0.30

12mm Ø @ 0.20 O.C STIRRUPS

BARREL REINFORCEMENT

5 - 20mm Ø CONTINUOS BARS

DETAIL 'B'

20mm Ø @ 0.20

6- 12mmØ BARS

0.05 LEAN CONCRETE

1

2

TYPICAL ROAD CROSS SECTION

C

L

OUTLETINLET

9.10

L

t

h

t

0.30

0.05 LEAN CONCRETE

SEE DETAIL 'B'

SEE DETAIL 'A'

PLACE 0.01 EXPANSION FILLER

JOINT WHEN h + t EXCEEDS 2.40m

SLOPE

t0.03

0.30

t +

0.30

NOTE:

WHEN HEIGHT OF FILL. H = 0

THE THICKNESS OF THE TOP

STEEL COVERING OF THE UPPER

SLAB IS INCREASED BY 0.03m.

ROUND TO APPROX.

0.15 RADIUS

(FOR INLET PORTION ONLY)

LEGEND

W = WIDTH OF ROADWAY FORMATION

X = WIDTH OF SHOULDER

Լ = WIDTH OF CARRIAGEWAY

H = COVER ABOVE THE CULVERT

L1 = TOTAL LENGTH OF BARREL

L2 = LOPE OF CARRIAGEWAY

t = SLOPE OF SHOULDER

Z = [(H + t) - (B + 0.20)] tan Ծ

B = t X + 0.5t Լ


ENGINEER II

1.00






2211


ENGINEER I

SET NO.: SHEET NO.:

S

9

20

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

GENERAL NOTES

SPECIFICATIONS:

DESIGN 1977 AASHTO SPECIFICATION FOR HIGHWAYS AND BRIDGE.

CONCRETE:

ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28

DAYS (fc=3000 PSI).

ALL EXPOSED CORNERS TO BE CHAMFERED 0.019m. NO CONSTRUCTION

JOINTS ARE TO BE MADE EXCEPT WHERE SHOWN WHEN BOTTOM SLAB IS

SUBJECT TO ABRASION, AND 0.025m. TO BOTTOM SLAB TO INCREASE

COVERAGE ON STEEL.

STEEL REINFORCEMENT:

ALL REINFORCING STEEL TO BE INTERMEDIATE GRADE (GRADE 40), ASTM A

615 WITH DEFORMATION CONFORMING TO ASTM A-305-49 (fy=40000PSI).

G E N E R A L :

IN STATING CULVERT SIZE, GIVE WIDTH BY HEIGHT (WIDTH FIRST) LACE

12mm. EXPANSION JOINTS WITH PRE-MOULDED FILLER IN WALLS AND TOP SLAB

OF BOX CULVERT AT 12200mm INTERVALS. WHEN HEIGHT OF FILL, H=0, THE TOP

OF SURFACE OF THE UPPER SLAB SHALL FOLLOW THE CROWN OF FINISHED

ROADWAY. THE BOX CULVERTS SHALL BE CONSTRUCTED ON A BLINDING

LAYER OF LEAN CONCRETE 50mm. MINIMUM THICKNESS.

LIVE LOAD DISTRIBUTION REINFORCEMENT:

WHEN THERE IS LESS THAN 600mm. OF FILL ABOVE TOP SLAB OF CULVERT

ADDITIONAL REINFORCEMENT TRANSVERSE TO THE MAIN REINFORCEMENT IS

ADDED TO THE BOTTOM OF THE TOP SLAB IN ACCORDANCE WITH AASHTO

1.3.2.E.

HEIGHT OF FILL:

MAXIMUM HEIGHT OF FILL IS 3000mm. ABOVE TOP SLAB FOR HEIGHT OF FILL

GREATER THAN 3000mm. SPECIAL DESIGN OF BOX CULVERT SHOULD BE

DONE.

SECTION - SINGLE BARREL BOX CULVERT

BAR DIAGRAM

SINGLE BARREL BOX CULVERT BAR SCHEDULE

ONE-BARREL RCBC SCHEDULE

GENERAL NOTES

SECTION - SINGLE BARREL BOX CULVERT

NOT TO SCALE

h/4

h/4

l/4

0.30 L

l/4

0.25

0.07 Ø WEEP HOLES @ 4.55 O.C.

0.15 ABOVE NORMAL WATER LEVEL

0.05 CLEAR

0.30

H

0.25

0.25

5

3

4

2

6

0.30

0.30

0.25

l/4

1

1

0.15

0.20

6

20mmØ @ 0.30

12mmØ @ 0.17

20mmØ @ 0.30

320mmØ @ 0.30

4

12mmØ @ 0.17

20mmØ @ 0.30

5

20mmØ @ 0.30

612mmØ @ 0.17

CONSTRUCTION JOINT

20mmØ @ 0.30

16mmØ @ 0.20

6 12mmØ @ 0.17

12mmØ @ 0.25

2

NOTE:

- WHEN HEIGHT OF FILL. H = O THE THICKNESS OF THE TOP STEEL

COVERING OF THE DECK. SLAB SHALL BE INCREASED BY 0.30 M.0 1

- ALL DIMENSION ARE IN METER UNLESS OTHERWISE SPECIFIED.

- LIVE LOAD = HS 20 - 44

BAR DIAGRAM

5

2

1

h+

2t-2c

3

s+2t-2c

4

s/4+c

s/2

s/4+c

t+

h/4-c

h+

2t-2c

2s/5

t+s/4-c

SINGLE BARREL BOX CULVERT BAR SCHEDULE

t (m.) BAR 1 BAR 2 BAR 3 BAR 4 BAR 5 BAR 6

0.30 20mmØ @ 0.30 16mmØ @ 0.20 20mmØ @ 0.30 20mmØ @ 0.30 12mmØ @ 0.1720mmØ @ 0.30

SPAN

L (M.)

HEIGHT

H (m.)

1.5

1.5

O N E - B A R R E L R C B C S C H E D U L E

( A S C R O S S D R A I N A G E )

D E S C R I P T I O NREMARKS / LOCATION

PROPOSED 1-BARREL (1.50 X 1.50m) RCBC, L = 18.50m CROSS DRAIN 1: ALONG DON ANSELMO BERNAD AVENUE / NEAR PURE GOLD


ENGINEER II






t-2c

t-2c

PROPOSED 1-BARREL (1.50 X 1.50m) RCBC, L = 18.50m CROSS DRAIN 2: ALONG DON ANSELMO BERNAD AVENUE / NEAR MEDINA GYM

PROPOSED 1-BARREL (1.50 X 1.50m) RCBC, L = 27.00m








CROSS DRAIN 3: INTERSECTION NEAR ATI-ATIHAN

CROSS DRAIN 4: INTERSECTION NEAR ATI-ATIHAN

CROSS DRAIN 5: ALONG FERNANDO T. BERNAD AVENUE

CROSS DRAIN 6: NEAR MON'S GRILL

CROSS DRAIN 8: NEAR BERNAD SUBDIVISION

CROSS DRAIN 9: NEAR BEST BIKE

CROSS DRAIN 10: NEAR OCNHS

CROSS DRAIN 7: ALONG ISIDRO ENGRACIA STREET

2211


ENGINEER I

SET NO.: SHEET NO.:

S

10

21

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

DOUBLE AND TRIPLE BARREL BOX CULVERT

t (m.) BAR 1 BAR 2 BAR 3 BAR 4 BAR 5 BAR 6 BAR 7

0.30 # 20 @ 0.30 # 16 @ 0.20 # 20 @ 0.30

NOTE:

- WHEN HEIGHT OF FILL. H0 = O1 THE THICKNESS OF THE TOP STEEL

COVERING OF THE DECK. SLAB SHALL BE INCREASED BY 0.30 M.

- ALL DIMENSION ARE IN METER UNLESS OTHERWISE SPECIFIED.

- LIVE LOAD = HS 20 - 44

2 7

3

5

6

4

4

1

BAR DIAGRAM - DOUBLE

AND TRIPLE BARREL

L/4 + t - C

L/4 +

t - C

L/2 + t 5/7 L

t + L/4 - C

h +

2 t - 2 C

t - 2 C

2 L + 4 t - 2 C

t - 2 C

3 L + 4 t - 2 C

h +

2 t - 2 C

h +

2 t - 2 C

SPAN

L (M.)

HEIGHT

H (m.)

C L E A R

3.003.00 # 20 @ 0.30 # 20 @ 0.20# 20 @ 0.30 # 16 @ 0.30

BAR 8

# 12 @ 0.250

SECTION - DOUBLE BARREL,

BAR DIAGRAM - DOUBLE & TRIPLE BARREL

TWO-BARREL RCBC SCHEDULE

h/4

h/4

l/4 l/4

0.30 3.00

l/4 l/4

0.25 0.25# 4 @ 0.25 O.C. l/5 l/5

0.07 Ø WEEP HOLES @ 4.55 O.C.

0.15 ABOVE NORMAL WATER LEVEL

CONSTRUCTION JOINT

0.04 CLEAR0.04

C

FOR DETAILS

REFER TO

0.30

3.00

0.25

# 4 @

0.25 O

.C

.

0.25

5

5 5

6

4

4

2

3

3

7

72

1

SECTION - DOUBLE BARREL

0.30 0.303.00

0.30


ENGINEER II






T W O - B A R R E L R C B C S C H E D U L E

( A S C R O S S D R A I N A G E )

D E S C R I P T I O NREMARKS / LOCATION

PROPOSED 2-BARREL (1.70 X 2.55m) RCBC, L = 13.00m RCBC 1: ALONG MABINI STREET

PROPOSED 1-BARREL (1.70 X 2.55m) RCBC, L = 16.00m RCBC 2: ALONG ZAMORA STREET


RCBC 3: NEAR THE BACK OF PUBLIC MARKET

RCBC 4: NEXT TO RCBC NEAR THE BACK OF PUBLIC MARKET

INVERT

ELEVATION (m)

96.497

96.332

96.266

96.200

SECTION 1 (LAGBAS CREEK SECTION)

96.700

PROPOSED 1-BARREL (1.50 X 1.50m) RCBC, L = 21.00m RCBC 5: NEXT NEXT TO RCBC NEAR THE BACK OF PUBLIC MARKET


2211


ENGINEER I

SET NO.: SHEET NO.:

S

11

22

2020



REGION - X

MISAMIS OCCIDENTAL


TANGUB CITY


PREPARED:

DRAFTED:

DIONISIO C. ANONAS

ENGINNER II

DATE:


DATE:

OPHELIA T. GORRE




DATE:


DATE:

REVIEWED:

GENERAL NOTES

SECTION A-A

PART PLAN

WINGWALL ELEVATION

0.30m

CHAMFER 0.02

0.40m

20mmØ @ 0.30 O.C.

CONSTRUCTION JOINT

0.25m

#4 @ 0.30 O.C.

SECTION A - A

5- 20mmØ BARS

12mmØ @ 0.30 E.W.

h +

t

GENERAL NOTES

SPECIFICATION:

DESIGN : 1973 AASHTO SPECIFICATIONS

CONCRETE:

ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGHT @ 28 DAYS (fc ) = 3000 PSI

ALL EXPOSED CORNERS TO BE CHAMPERED 0.20M. NO CONSTRUCTION JOINTS ARE TO BE MADE

EXCEPT WHERE SHOWN. WHEN BOTTOM SLAB IS SUBJECT TO ABRASION, ADD 0.025M TO BOTTOM SLAB

TO INCREASE COVERAGE ON STEEL.

STEEL REINFORCEMENT:

ALL REINFORCING STEEL TO BE INTERMEDIATE GRADE (GRADE 40), WITH DEFORMATIONS

CONFORMED TO ASTM A-305 (fy + 40,000 PSI).

GENERAL:

IN STATING CULVERT SIZE, GIVE WIDTH BY HEIGHT (WIDTH FIRST). PROVIDE CONSTRUCTION

JOINTS AT INTERVAL NOT MORE THAN 6.00M.

ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.

TYPE NUMBER:

THE TYPE NUMBER OF A CULVERT IS THE HEIGHT OF FILL H FOR THE PARTICULAR CULVERT.

BATTER 0.012 IN EVERY 0.30,

WHEN h + t IS 2.40 OR LESS,

MAKE FACE VERTICAL

FOR TOP REINFORCEMENT

SEE PLAN

4

5

.

0

0

0

0

°

PART PLAN (α = 90° )

L

1

α

A

1

L

2

tl

t

AS REQUIRED

h +

t

0.6

0

WINGWALL ELEVATION

20mmØ @ 0.30

EXTEND BARS INTO

BARREL EXCEPT WHEN

EXPANSION JOINT

OCCUR.

L or L (SEE TABLE)

1 2

12mmØ @ 0.15 12mmØ @ 0.20

12mmØ @ 0.25

NOTE:

WHERE a = 1/4 (L OR L ) AND L OR L IS THE TOTAL LENGTH OF WINGWALL.1 2

A

A

C

L

a a rest

1 2


ENGINEER II






2211


ENGINEER I

republic of the philippines department of ......item no.: g1 & fine aggregate cololot,...

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