REPUBLIC OF THE PHILIPPINES DEPARTMENT OF PUBLIC … · 2020. 10. 15. · republic of the...

REPUBLIC OF THE PHILIPPINESDEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

REGIONAL OFFICE ISAN FERNANDO CITY, LA UNION

C.Y 2021 PROJECTDETAILED DESIGN ENGINEERING PLAN FOR

CONSTRUCTION OF BY-PASS AND DIVERSION ROADS, BANGUI BYPASSROAD, ILOCOS NORTE

LOCATION: BANGUI, ILOCOS NORTE NET LENGTH : 0.357 KM

ALBERTO B. ESQUEJO,JR. EMMANUEL W. DIAZ, CESE RONNEL M. TAN, CESO III

SUBMITTED: RECOMMENDED: APPROVED:

CHIEF, PLANNING AND DESIGN DIVISION DATE :

OIC, ASSISTANT REGIONAL DIRECTOR DATE :

REGIONAL DIRECTOR DATE :

SET NO: SHEET NO:

REGIONAL MAP of REGION I SHOWING NATIONAL ROADSAND DISTRICT BOUNDARIES

PROJECT SITE

BALAOAN

SANTOL

SUDIPENLUNA

SAN JUAN

BANGAR

BACNOTAN

SAN GABRIEL

BAGULIN

BURGOS

PUGO

ROSARIO

CABA

BAUANG

AGOO

NAGUILIAN

ARINGAY

TUBAO

STO. TOMAS

SAN FERNANDO CITY

CASTRO

RIMOS

STO. ROSARIO

NAGYUBUYUBANLUBING

BAGUIO-NAGUILIAN

SAN FERNANDO PORT

PORO POINT

SAN ANTONIO

DAMORTIS TO BAGUIO

MARCOS HIGHWAY

LA UNION 1st

LA UNION 2nd

ADAMSDUMALNEG

CARASI

BURGOS

PIDDIG

DINGRAS

SARRAT

BACARRA

VINTAR

PASUQUIN

BANGUI

PAGUDPUD

LAOAG CITY

SAN NICOLAS

MARCOS

(BANNA) ESPIRITU

NUEVA ERA

PINILI

BADOC

CURRIMAO

BADOC ISLAND

BATACSOLSONAPAOAY

BADUANG

BURAYOC

BALAOI

PASALENGBINDAY

PASALENG BAY

TO CAGAYAN

MASINI

PAREDESAIR STATION

DAVILADIVI

DILAVO

DARISDISAGAGA TUNGEL

LIPAY

KARUSQUIS

ALSEM

BATOMT. PAO

AMIN

MT. AGANMATA

MT. MASADSADACVINTAR DAM

UBOG

MANGITATAYU

QUIOM

BIDDING

LUMBAO

PADONGMT. SICAPDO

BALLAAGBINGAO

STO. TOMAS

QUIOM

MADUPAYOS

NAGREBSANNASSADAO

SULAT POINT

PORT CURRIMAO

BURAAN

GABU

NABUTAS

LA PAZ

QUIRINO

SINAIT

CABUGAO

SAN JUAN

MAGSINGAL

STO. DOMINGOSAN ILDEFONSO

PINGET ISLAND

NAGBUKEL

SANTA

NARVACAN

STA. MARIA

LIDLIDDA

BURGOS

BANAYOYO

GALIMUYOD

SANTA CATALINA

CAOAYAN

SAN ESTEBAN

SANTIAGO

CANDON CITY

BANTAYSAN VICENTE

SAN EMILIO

SALCEDO

CERVANTESSUYO

ALILEM

STA. CRUZ

TAGUDIN

SUGPON

G. DEL PILAR

SIGAY

STA. LUCIA

BALACBAC

KAPAKAK

PATONG

TO ABRA

CASILI

LAPOG BAY

SALAMAGUE

DACLABANOSALAMAGUE 1

SULVEC PT.

BAYANGGUI

DAN-AR

QUINIBU

DILI

KIMPUSA

CABUGAOBUTACDARDARAT

TO BENGUET

VIGAN CITY

ILOCOS NORTE 1st

ILOCOS NORTE 2nd

ILOCOS SUR 2nd

ILOCOS SUR 1st

TAYUG

SAN MANUEL

ASINGANSTA MARIA

ROSALES

BALUNGAO

SAN NICOLAS

NATIVIDAD

SAN QUINTIN

UMINGAN

LAOACSAN JACINTO

MAPANDANMANAOAG

STO TOMAS

ALCALABAUTISTA

SAN FABIAN

DAGUPAN CITY

BASISTA

URBIZTONDO

MANGALDAN

BAYAMBANG

MALASIQUI

STA. BARBARACALASIAO

POZZOROBIO

BINALONAN

VILLASIS

URDANETA CITY

SISON

Hundred Islands

ANDA

BOLINAOSantiago Island

BUGALLON

SUAL

LABRADOR

MABINI

ALAMINOS CITY

BURGOS

DASOL

INFANTA

AGNO

BANI

SAN CARLOS CITY

MANGATAREM

AGUILAR

BINMALEY

LINGAYEN

RABONTO BAGUIO

ARTACHOESPERANZAMABILAO

BOLASILABAYUG

SAN ROQUE SAN ROQUE

NUEVA VISCAYA

NUEVA ECIJA

TO TARLAC

TO TARLACTO ZAMBALES

PANGASINAN 1st

PANGASINAN 2nd

PANGASINAN SUBPANGASINAN 3rd

DRAWN NOT TO SCALELOCATION MAP

N

THIS SITE

TO MANILA

TO C

AGAY

AN

PROPOSED BANGUIBRIDGE 45.LM RCDG

DRAWN NOT TO SCALEVICINITY MAP

N

WES

T PH

ILIPP

INE

SEA

BOLO RIVER

BANGUI TOWN PROPER

PROPOSED BANGUIBY-PASS ROAD2,154.70 LM.

JOSE B. EGUILOS, JR

JHAMALI C. PANGCATAN CHIEF, HIGHWAY DESIGN SECTION

DATE:ENGINEER II

MICHAEL M. MONISENGINEERING ASSISTANT (CS)



ALBERTO B. EQUEJO,JR. EMMANUEL W. DIAZ, CESE RONNEL M. TAN, CESO III CHIEF, PLANNING & DESIGN DIVISION

DATE:

OIC, ASSISTANT REGIONAL DIRECTOR

DATE:

REGIONAL DIRECTOR

DATE:


CONSTRUCTION OF BY-PASS AND DIVERSIONROADS, BANGUI BYPASS ROAD, ILOCOS NORTE

LOCATION: BANGUI ILOCOS NORTE

PROJECT NAME AND LOCATION: SHEET CONTENTS: DRAFTED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO: SHEET NO:

PREPARED:LOCATION MAPVICINITY MAP

SUMMARY OF QUANTITIESGENERAL NOTES AND NOTES

1. CONSTRUCTION (CONTACT) JOINTS ARE FORMED WHEN CONCRETE ON ONE SIDE OF THE JOINT IS POURED AHEAD AND ALLOWED TO SET BEFORE POURING ON THE OTHER SIDE.

2. AT CONSTRUCTION JOINTS (LONGITUDINAL OR TRANSVERSE) CARE SHOULD BE TAKEN THAT NO CONCRETE FROM THE LAST SLAB PLACED OVERHANGS ANY PORTION OF THE FIRST SLAB.

3. TIE BARS SHOULD BE DEFORMED STEEL BARS, ALL DOWEL BAR SHALL BE SMOOTH ROUND STEEL BAR FREE FROM RUST AND OTHER DEFECTS WHICH MIGHT RESTRICT THEIR MOVEMENT.4. TYPE OF WEAKENED JOINT TO BE USED SHALL BE AS SPECIFIED IN THE PLANS AND ONLY ONE TYPE SHALL BE USED FOR THE WHOLE PROJECT.5. MATERIAL FOR THE METAL SIDE FORM SHALL BE BRAND NEW SHEET METAL GAUGE NO. 18OF BLACK IRON FREE FROM RUST AND LINKS.

6. AT LEAST SIX (6) SUCCESSIVE DOWELED BUTT JOINTS AS NORMAL JOINT SPACING SHALL BE PROVIDE BEFORE OR AFTER AN EXPANSION JOINT.

7. THE GROOVE OR CRACK ABOVE JOINTS (LONGITUDINAL OR TRANSVERSE) SHALL BE SEALED WITH 30-50 PENETRATION ASPHALT SEAL OR COLD APPLIED LIQUID RUBBER COMPOUND AFTER THE CONCRETE HAD BEEN CURED AND BEFORE OPENING PAVEMENT TO TRAFFIC.8. ALL TRANSVERSE JOINTS, EXCEPT CONSTRUCTION JOINT, SHALL BE CONTINUOUS FROM EDGE TO EDGE.9. ALL LONGITUDINAL JOINT SHALL MEET AT INTERSECTION WITH NO GAPS OR OFFSET.10. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.11. AVOID STOPPAGE OF FRAMEWORKS ALONG CURVES.

12. TRANSVERSE CONSTRUCTION (CONTACT) JOINT SHALL BE PROVIDE AT THE END OF ANY RUN WHERE LAYING OF

CONCRETE HAS BEEN STOPPED FOR THIRTY (30) MINUTES OR LONGER.13. TRANSVERSE CONSTRUCTION JOINTS WHICH OCCUR LOCATION OF WEAKENED PLANE JOINTS WITH DOWELS IF

JOINT OCCURS IN THE MIDDLE THIRD OF THE WEAKENED JOINT INTERVAL (1500-300mm) IT SHOULD BE KEYED JOINTS WITH THE BARS.

1. FOR EFFECTIVE DRAINAGE, THE SLOPE OF EDGE OF PAVEMENT

(S) SHALL BE 3% GRADE. FOR GRAVEL SHOULDER AND 1.5% FOR CONCRETE SHOULDER.

2. e=s max. CAN BE TAKEN FROM TABLE OF DESIGN VALUE FOR SUPER ELEVATION.

3. THE SLOPE OF SHOULDER SHALL ALWAYS FILL IN THE DIRECTION OF THE OUTSIDE EDGE OF THE TRAVELLED WAY.4. WHEN THE SUPER ELEVATION IS GREATER THAN 3% THEN THE SLOPE OF LOWER SHOULDER SHALL BE THE SAME AS FOR THE TRAVELLED WAY.5. WHEN SUPER ELEVATION IS 4% OR LESSER, THEN THE LOWER SHOULDER SHALL HAVE A SLOPE OF 3%.6. IF THE SUPER ELEVATION IS 5% THEN THE CROSS SLOPE OF THE HIGHER SHOULDER IS 2%. BUT FOR A MAXIMUM SUPER ELEVATION OF 8%. THE SLOPE OF THE HIGHER SHOULDER WILL BE -1%.7. SUPER ELEVATION SHOWN ON THE PROFILE ARE BASED ON CONSTANT 6.10 PAVEMENT WIDTH AND NOT ON VARYING PAVEMENT WIDTH DUE WIDENING.8. THE CROSS SLOPE OF SUB BASE IS ALWAYS FALLING.9. ALGEBRAIC DIFFERENCE OF CROSSOVER SHOULD NOT EXCEED 7%.10. FOR e> 7% SHOULDER SHOULD BE PAVED.

GENERAL NOTESI. STANDARD SPECIFICATIONS

a) ALL WORKS SHALL COMPLY WITH DPWH STANDARD SPECIFICATIONS FOR HIGHWAYS, BRIDGES, AND AIRPORTS, REVISED 2013. SPECIAL PROVISIONS AND SUPPLEMENTAL SPECIFICATIONS PERTAINING TO THE PROJECT.

II. DIMENSIONSa) UNLESS OTHERWISE SPECIFIED ALL DIMENSIONS WHICH INCLUDES STATIONING, DISTANCE BETWEEN CONTROL POINTS AND DIMENSIONS OF PIPES AND BOX CULVERTS AS SHOWN IN THE PLAN PROFILE, AND CROSS SECTION ARE IN METER AND THE UNIT OF MEASURE AS SHOWN IN THE DETAILS OF STRUCTURES ARE IN MILLIMETERS.

III. STATIONINGSa) THE ROAD STATIONING AND ELEMENTS OF CURVES ARE RELATIVE TO THE ULTIMATE CENTERLINE OF THE ROAD.

b) EQUATION OF STATIONS WHEN USED (BACK STATION/AHEAD STATION) ARE PROVIDED AT THE BEGINNING OR END OF THE CURVE AND/OR AT FULL STATION.

IV. HORIZONTAL CONTROLa) BASIC TRAVERSE STATIONS WERE ESTABLISHED BASED ON STATIONS OF EXISTING KM. POSTS AND EXISTING PERMANENT STRUCTURES AT THE PROJECT SITE.

V. VERTICAL CONTROLa) ELEVATIONS WERE ASSUMED AT THE FIRST BENCH MARK AT THE BEGINNING OF EACH SECTION OF THE PROJECT

b) BENCH MARKS WERE ESTABLISHED AT EXISTING UNDISTURBED STRUCTURES AT DIFFERENT INTERVALS ALONG THE PROJECT.

VI. HORIZONTAL ALIGNMENTa) THE HORIZONTAL ALIGNMENT SHOWN IN THESE DRAWINGS FOLLOWS THE LONGITUDINAL JOINT OF THE

PCC PAVEMENT (WHICH IS DEFINED AS THE EXISTING CENTERLINE) WITH MINOR DEVIATION DUE MAINLY TO SOME CONSTRUCTION ERRORS DURING ORIGINAL CONSTRUCTION STAGE. MINOR ADJUSTMENT OF THE HORIZONTAL ALIGNMENT MAY BE MADE AS DIRECTED BY THE ENGINEER TO SUIT THE ACTUAL FIELD CONDITION.

VII. REMOVAL OF EXISTING STRUCTURES & OBSTRUCTIONSa) ALL WORKS SHALL COMPLY WITH CLAUSE 39 "REQUIREMENTS AND CONDITIONS OF CONTRACT VOLUME-1 OF THE STANDARD SPECIFICATION FOR PUBLIC WORKS AND HIGHWAYS, 1988.

b) PORTIONS OF EXISTING UTILITIES, SUCH AS WATER MAINS. IRRIGATION CHANNELS, TELEPHONE POST AND TRUNKLINES, ETC. THAT MAY CAUSE OBSTRUCTION TO THE CONSTRUCTION OF THIS PROJECT SHALL BE RELOCATED BY THE ENTITY OR OWNER CONCERNED, EXTREME PRECAUTION SHALL BE EXERCISED BY THE CONTRACTOR NOT TO DAMAGE ANY SECTION OF THE EXISTING PUBLIC UTILITIES DURING CONSTRUCTION. ANY REPAIR OF DAMAGE THEREOF SHALL BE ON THE ACCOUNT OF THE CONTRACTOR, ANY REMOVAL OF MISCELLANEOUS STRUCTURES THAT MAY BE REQUIRED SHALL BE CONSIDERED SUBSIDIARY WORK PERTAINING TO OTHER CONTRACT ITEM. NO DIRECT PAYMENT SHALL BE MADE FOR THIS WORK EXCEPT FOR SPECIFIC ITEMS EXPLICITLY FOR PAYMENT IN THE BID SCHEDULE.

VIII. DRAINAGE STRUCTURESa) EXACT LOCATIONS, SLOPES, OUTFALLS, AND INVERT ELEVATIONS OF DRAINAGE STRUCTURES SHALL BE CHECKED IN THE FIELD BY THE ENGINEER. MINOR ADJUSTMENT MAY BE MADE WITH THE APPROVAL OF THE ENGINEER TO SUIT ACTUAL FIELD CONDITIONS.

b) ANY REVISIONS REMOVAL AND /OR RELAYING OF DRAINAGE STRUCTURE AS DIRECTED BY THE ENGINEER TO SUITEXISTING FIELD CONDITIONS SHALL BE CONSIDERED AS SUBSIDIARY WORK PERTAINING TO OTHERCONTRACT ITEMS NO DIRECT PAYMENT SHALL BE MADE FOR THIS WORK UNLESS OTHERWISE SPECIFICALLYIDENTIFIED FOR PAYMENT IN THE BID SCHEDULE.

c) EXISTING DRAINAGE STRUCTURES OR PART THEREOF REMOVED BY THE CONTRACTOR THAT ARE STILLSERVICEABLE SHALL BE TURNED OVER TO THE GOVERNMENT AND SHALL BE DEPOSITED AT A PLACE WITHINTHE PROJECT SITE DESIGNATED BY THE ENGINEER WITHOUT ANY EXTRA COMPENSATION. EXTREMEPRECAUTION SHALL BE EXERCISED BY THE CONTRACTOR NOT TO DAMAGE THESE MATERIALS DURING THE REMOVAL AND HANDLING.

IX. STRUCTURAL CONCRETE STRUCTURES

IX.1) CONCRETE

a) UNLESS OTHERWISE INDICATED ON THE PLANS. THE MINIMUM CYLINDER STRENGTH OFSTRUCTURAL CONCRETE AT 28 DAYS SHALL BE 21.00 MPa.

b) THE MINIMUM COVERING FOR SURFACE OF CONCRETE TO THE FACE OF THE NEAREST BAR SHALL BE 50mm. ALL CONCRETE SHALL BE POURED WHERE THERE IS A PERMISSIBLE WEATHER CONDITION AND NO OTHERENVIRONMENT HAZARD WILL AFFECT THE POURING.

IX.2) REINFORCING STEEL

a) REINFORCING BARS FOR ALL STRUCTURES SHALL BE GRADE 60 (FY=414 MPa) FOR BARS LARGER THAN

16 MM DIAMETER . GRADE 40 ( Fy=275.8 MPa) FOR BARS 16 MM. DIAMETER OR SMALLER. ALL REBARS SHALLBE FREE OF MILL SCALES, OIL OR ANY SUBSTANCE THAT MAY IMPAIR/WEAKER BOND WITH CONCRETE.

b) REINFORCING BAR SPLICING

WHERE SPLICING IS PERMITTED THE MINIMUM LAP LENGTH OF BARS SHALL BE AS PER AASHTO ARTICLE 8.32ALL SPLICES SHALL BE STAGGERED AT LEAST 40 BAR DIAMETER. WHERE BUTT WELD IS USED INLIEU OFLAPPED CONNECTIONS, THIS SHALL DEVELOP AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THEREINFORCING STEEL BAR.

REINFORCING BARS SHALL BE ACCURATELY FORMED TO THE SHAPES AND DIMENSIONS INDICATED ON THE PLANUNLESS OTHERWISE PERMITTED. ALL REINFORCING BARS REQUIRING BENDING SHALL BE BENT COLD.WHEN REINFORCING BARS ARE BENT BY HEATING THE ENTIRE OPERATION SHALL BE APPROVED BY THE ENGINEER.

A) HOOKS AND BENDS

HOOKS AND BENDS SHALL BE AS SHOWN IN THE FOLLOWING TABLE

XI. PORTLAND CEMENT CONCRETE PAVEMENT (PCCP)

SIZE OFBARS

END HOOKS STIRRUP & TIE STIRRUP TIE

101216

180° 90° 90° 135° 135°125150175

150200250

100113150

100113138

125163200

A

Db

Do

A

A

Db

END HOOK

STIRRUP & TIE HOOK

Db

D

Db

D

STIRRUP TIED = 4 db for db < 20 D = 6 db for db > 30

Do = 6 db for db < 30 Do = 8.7 db for db > 30

X. SLOPE/EMBANKMENT PROTECTION WORKS (GROUTED RIPRAP/STONE MASONRY)

a) FOUNDATION OF EMBANKMENT PROTECTION WORKS SHALL SIT ON A FIRM AND STABLE FOUNDATION. ALLOWABLE SOIL BEARING CAPACITY SHALLNOT LESS THAN 196 KPa. SOIL BORING TEST SHALL BE CONDUCTED DURING CONSTRUCTION TO VERIFY THE ACTUAL SOIL BEARING CAPACITY OFSOIL SPOTS UNDER IF THE RESULT IF SOIL TEST REVEALS THAT BEARING CAPACITY IS BELOW WHAT IS REQUIRED.THE FOUNDATION SHALL BE REMOVED AND REPLACED WITH SUITABLE BEDDING MATERIALS OR CONCRETE CLASS "B"

b) SOFT SPOTS BETWEEN THE CUT FACE AND SLOPE/ EMBANKMENT PROTECTION WALLS MUST BE FILLED WITH ROCKS OR SUITABLE MATERIALS SUCHBACKFILL MATERIALS PLACED BEHIND THE WALL SHALL BE FREE DRAINING AND NON EXPANSIVE AND WATER SHALL BE DRAINED BY WEEPHOLESPLACES AT SUITABLE INTERVALS AND ELEVATIONS.

c) THE DEPTH OF PENETRATION SHALL BE MEASURED FROM THE LEVEL OF THE ORIGINAL GROUND SURFACE AND SHALL NOT INCLUDE EXCAVATEDMATERIALS

d) THE THICKNESS OR DIAMETER OF STONES FOR STONE MASONRY SHALL NOT BE LESS THAN 150mm.

c) FOR REBLOCKING WORKS, ADOPT THE FINISHED ROAD LEVEL, CROSS SLOPE AND SUPER ELEVATION OF THE EXISTING PAVEMENT.

d) FOR WIDENING WORKS, THE FINISHED ROAD LEVEL, CROSS SLOPE AND SUPER ELEVATION RATES SHALL BE BASED ON THE EXISTING PAVEMENT.

XIII. B.P. 344 ACCESSIBILITY LAW

THE IMPLEMENTING OFFICE SHALL PROVIDE AND IDENTIFY THE LOCATIONS OF ACCESSIBILITY

FACILITIES FOR PERSONS W/ DISABILITY IN ACCORDANCE WITH D.O. 37 SERIES OF 2009.

XII. CROSS SLOPE

NOTE: QUANTITY OF VARIOUS ITEMS OF WORK ARE SUBJECT TO INCREASE OR DECREASE DEPENDING ON THE ACTUAL FIELD CONDITION.

NOTE:BEFORE THE START ACTUAL CONSTRUCTION, THE AS- STAKED PLAN SHALL BE SUBMITTED TO THE REGIONAL OFFICEIN ORDER THAT IMMEDIATE STEPS MAY BE UNDERTAKEN TO CORRECT OR ADJUST WHATEVER APPRECIABLE DEVIATIONTHERE MAY BE FROM THE ORIGINAL PLAN. THE REFERENCE FOR IMPLEMENTATION SHALL BE THE AS- STAKED PLAN.

Do

A A

JOSE B. EGUILOS, JR


DATE:ENGINEER II





DATE:


DATE:

REGIONAL DIRECTOR

DATE:





PREPARED:

S U M M A R Y O F Q U A N T I T I E S

SLOPE 3.0 %

S =

1 :

24

SCALE 1: 30 MTS

B = 0.65 H

MIN

.

DETAIL "D" ON STONE MASONRY

SEE DETAIL "M" ON WEEPHOLES

H

NATURAL GRADE LINE

ITEM 200 - AGGREGATESUB BASE COURSE

0.4

8

0.50

0.6

0H

t = V

AR

IAB

LE

ELEVATION SECTION "E"

MIN

.

H

0.6

0H

t = V

AR

IAB

LE

1.001.00

1.0

01.0

0

1.00

BOTTOM BASE OF STONE MASONRY

NATURAL GRADE LINE

PERSPECTIVE

S =

1 :

24

NATURAL GRADE LINE (RICE FIELD)

STONE MASONRY

S T O N E M A S O N R Y

0.7

0

B = 0.65 H

0.6

0M

IN.

Ht = V

ARIE

S0.7

0

H

E

SEE DETAIL ONGUARDRAIL

0.108

16mm∅x229 MACHINE BOLT

PRE-FAB STEEL FLEX BEAM, GAUGE 14

16mm∅x229 MACHINE BOLT

0.7

01.0

0

38103810

0.0510.051

0.108

0.216

SEE DETAIL ONGUARDRAIL

3810

PRE-FAB

STEEL F

LEX BEA

M, GAUG

E 14

TYPICAL ROADWAY SECTIONON CONSTRUCTION OF PCCPDETAIL OF STONE MASONRY

TYPICAL ROADWAY SECTION ON CONSTRUCTION OF PCCP W/ STONEMASONRY, METAL RAILING ON EMBANKMENT AND CENTER ISLAND

SCALE: 1:40 MTS

100MMØ PVC DRAIN OR WEEPHOLES WITH FILTERCLOTH OR TIED AT THE INNER END OF THEWEEPHOLES AND 120MM MEDIUM GRAVEL AND120MM FINE GRAVEL SPACED AT 2.0M. ON CENTERHORIZONTAL AND 1.0 M. VERTICAL STAGGERED

CUT LINE

100MMØ PVC DRAIN OR WEEPHOLES WITHFILTER CLOTH TIED AT THE INNER END OFTHE WEEPHOLES AND 120MM MEDIUMGRAVEL AND 120MM FINE GRAVEL SPACED AT 2.0M. ON CENTER HORIZONTAL AND1.0 M. VERTICAL STAGGERED

S=0.5 %

ITEM 104 - EMBANKMENTFROM ROADWAY EXCAVATION

(SUITABLE MATERIALS)

100MMØ PVC DRAIN OR WEEPHOLES WITH FILTER CLOTHTIED AT THE INNER END OF THE WEEPHOLES AND 120MMMEDIUM GRAVEL AND 120MM FINE GRAVEL SPACED AT2.0M. ON CENTER HORIZONTAL AND 1.0 M. VERTICALSTAGGERED

0.50

H

0.6

0M

IN.

Ht = V

AR

IES

B = 0.65 H

S =

1 :

24

SLOPE 3.0 %

S=0.5 %

SEE DETAIL ONMETAL BEAM RAILING

SLOPE 1.5 %SLOPE 2.0 %

SLOPE 3.0 %

SLOPE 1.5 % SLOPE 2.0 %0.50

H

0.6

0M

IN.

Ht = V

AR

IES

B = 0.65 H

S =

1 : 2

4S=0.5 %

CL

15.0015.00

30.00 M. RROW

SEE DETAIL ONCENTER ISLAND

ON FILLON FILLON FILLON FILLON FILL

(RICE FIELD)NATURAL GRADE LINE

(RICE FIELD)NATURAL GRADE LINE

1.20

SEE DETAIL ONWEEPHOLES

SEE DETAIL ONSTONE MASONRY

ITEM 311(1) e1 - PORTLAND CEMENT CONCRETE

PAVEMENT t = 0.28 m.(CARRIAGEWAY)

ITEM 200 - AGGREGATE SUBBASE COURSE t = 0.20 m.

ITEM 200 - AGGREGATE SUBBASE COURSE





SEE DETAIL "A"

CUT LINE CUT LINE

NOTES:1. THE COST OF FINE MEDIUM GRAVEL, WEEPHOLES,

(BURLAP[ CLOTH) USED FOR THEWEEPHOLES SHALL BE CONSIDERED SUBSIDIARY TOCOMPLETION OF PAY ITEM WHERE IT IS USED.

2. ALL WEEPHOLES SHALL HAVE A SLOPE OF 0.5%.

4.00 3.357.35

0.5

2ITEM 311(1)a - PORTLAND CEMENTCONCRETE PAVEMENT

t = 0.23 m. (SHOULDER)

SLOPE 3.0 %

SEE DETAIL "B"

SLOPE 3.0 %

ITEM 311(1)a - PORTLAND CEMENTCONCRETE PAVEMENT


4.552.50







JOSE B. EGUILOS, JR


DATE:ENGINEER II





DATE:


DATE:

REGIONAL DIRECTOR

DATE:





PREPARED:

4.007.35

4.55 2.50 3.35

NOTE: ALLOWABLE SOIL BEARING CAPACITY = 196 Kn/m

DESIGN CRITERIA OF STONE MASONRY MASONRY = .............23.55 kN/ Cu.m.

SOIL = .......................15.70 kN/ Cu.m.

Ø = .................................35.70° ANGLE OF INTERVAL REPOSEQa = ..............................196 kPa (TO BE VERIFIED DURING CONSTRUCTION)

=................................. 0.50 ASSUMED COEFFICIENT OF FRICTION

Qs = ...............................22.52 kPaFSo =..............................2.00FS =..............................1.5

2

NOTE: ( STONE MASONRY) PRIOR TO CONSTRUCTION, CONDUCT SOIL INVESTIGATION INACCORDANCE WITH THE STANDARD TESTING REQUIREMENT ALONGTHE ALIGNMENT OF STONE MASONRY WALL TO VERIFY THEREQUIRED DESIGN SOIL BEARING CAPACITY OF THE FOUNDATIONBED.

DETAIL OF WEEPHOLES ON STONE MASONRYDESIGN CRITERIA OF STONE MASONRY

S =

1 : 2

4

SCALE 1: 10 MTS

DETAIL "M" ON WEEPHOLESON STONE MASONRY

BOULDERS

MORTAR

100 mm Ø PVC DRAIN OR WEEPHOLES SPACED AT 2.0 M. ON CENTER HORIZONTAL AND 1.0 M. VERTICAL,STAGGERED

0.12

0.1

20.1

2

0.12 FILTER CLOTH TIED AT THE INNEREND OF THE WEEPHOLES

6MMØ-15MMØFINE GRAVEL, t=120MM

25MMØ-39MMØMEDIUM GRAVEL, t=120MM

S=0.5 %PAVEMENT DESIGN PARAMETERS FOR RECONSTRUCTION

DESIGN TRAFFIC: ESAL .....................................................................=

STANDARD DEVIATION : SO ...............................................= 0.35DESIGN SERVICEABILITY LOSS; APsi....................................= 2.50PCCP MODULUS OF RUPTURE: Sc........................................= 751.00PCCP MODULUS OF ELASTICITY: Ec.....................................= 3,605 x 10 SUBGRADEDESIGN CBR....................................................= PsiEFFECTIVE ROADBED RESILIENT MODULUS: MR....................= PsiSUBBASE ELASTIC MODULUS : ESB ....................................= 15,000 Psi (CBR >30 %)SUBBASE THICKNESS ......................................................= 8'' (200 mm.)EFFECTIVE MODULUS AT SUB-GRADE REACTION : K (PCI) .......= PCIDRAINAGE COEFFICIENT : Cd ............................................=1.0LOAD TRANSFER COEFFICIENT : J ...............................................= 3.80LOSS OF SUPPORT : Ls ......................................................................= 1.0K CORRECTION......................................................................................=

ITEM DESIGN REQUIRMENT

THE PERFORMANCE PERIOD ...........................................................= 20 YEARS (PCCP)

DESIGN RELIABILITY : R ....................................................= 85%

6

PAVEMENT THICKNESS.....................................................= 280 mm.

NOTE: CBR OF SUB-GRADE SHOULD BE VERIFIED/CHECKED PRIOR TO CONSTRUCTION

16 mm Ø TIE BARS @ 600 O.C

LC

ITEM 200 - AGGREGATESUB BASE COURSE t = 0.20 m.

0.600.30 0.30

OF CARRIAGEWAY

SLOPE 2.0 %

ITEM 105 - SUBGRADEPREPARATION

16 mm Ø TIE BARS @ 600 O.C

0.60

0.30 0.30

0.23

0.2

5

SLOPE 3.0% SLOPE 2.0 %

ITEM 105 - SUBGRADEPREPARATION

ITEM 200 - AGGREGATESUB BASE COURSE

ITEM 200 - AGGREGATESUB BASE COURSE, t = 0.20 m.

0.20

0.2

8

DETAIL "A" CONSTRUCTION/ LONGITUDINAL JOINTSCALE 1:10 MTS.

30 - 50 PENETRATION ASPHALTSEAL OR COLD APPLIED LIQUIDRUBBER BASE SEALING COMPOUND

DETAIL "B" CONSTRUCTION/ LONGITUDINAL JOINTSCALE 1:10 MTS.

CONSTRUCTION JOINT

CONSTRUCTION JOINT







PAVEMENT DESIGN PARAMETERSFOR RECONSTRUCTION

DETAIL "A" AND"B" CONSTRUCTION/LONGITUDINAL JOINT

NOTES:1. THE COST OF FINE MEDIUM GRAVEL, WEEPHOLES,

(BURLAP CLOTH) USED FOR THEWEEPHOLES SHALL BE CONSIDERED SUBSIDIARY TOCOMPLETION OF PAY ITEM WHERE IT IS USED.

2. ALL WEEPHOLES SHALL HAVE A SLOPE OF 0.5%.

TYPICAL ROADWAY SECTION ON CONSTRUCTION OF PCCP W/ STONE MASONRY, METALRAILING, CONCRETE CANAL AND USING BIO-ENGINEERING AND CENTER ISLAND

SCALE: 1:40 MTS

0.50

H

0.6

0M

IN.

Ht = V

AR

IES

B = 0.65 H

S =

1 : 2

4

SLOPE 3.0 %

S=0.5 %

SEE DETAIL ONMETAL BEAM RAILING

SLOPE 1.5 % SLOPE 2.0 %SLOPE 3.0 %

SLOPE 1.5 %SLOPE 2.0 %

CL

15.00 15.00

30.00 M. RROW

1.20

SEE DETAIL ONWEEPHOLES SECTION "M"

SEE DETAIL ONSTONE MASONRY



ITEM 200 - AGGREGATE SUBBASE COURSE t = 0.20 m. ITEM 200 - AGGREGATE SUB

BASE COURSE





SEE DETAIL "A"

CUT LINE

2.50

SEE DETAIL "B"

0.8

6

0.6

7

0.900.50



VARIE

S

1.5

1

0.2

80.2

0

SLOPE 1.5 %

30 - 50 PENETRATION ASPHALTSEAL OR COLD APPLIED LIQUIDRUBBER BASE SEALING COMPOUND

TYPICAL ROADWAY SECTION ONCONSTRUCTION OF PCCP

ITEM 105 - SUB-GRADE PREPARATION

NATURAL GRADE LINE

GRANULAR BEDDING

SEE DETAIL ON PROTECTION USINGBIO - ENGINEERING

TO BE CUT

TO BE CUT

SEE DETAIL ONCONCRETE LINED CANAL

ITEM 105 - SUB-GRADE PREPARATION

SEE DETAIL ONCENTER ISLAND

4.003.357.35

4.554.00 3.357.35

SHOULDER

0.5

2

SLOPE 3.0 %



2.50

B = 0.60 H

h =

2.6

0 M

.

0.50 0.50

0.6

02.0

0 S =

1 :

24

S=0.5 %



JOSE B. EGUILOS, JR


DATE:ENGINEER II





DATE:


DATE:

REGIONAL DIRECTOR

DATE:





PREPARED:

EXISTING CONCRETE PAVEMENT

FIRST SLAB

FIRST SLAB

FLARING OF NEW CONC. PAVEMENT


GENERAL NOTES:

1. MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE "DPWH STANDARD SPECIFICATIONSFOR HIGHWAYS, BRIDGES AND AIRPORTS, 2013".

2. CONSTRUCTION (CONTACT) JOINTS ARE FORMED WHEN CONCRETE ON ONE SIDE OF THE JOINT ISPOURED AHEAD AND ALLOWED TO SET BEFORE POURING ON THE OTHER SIDE. NOCONSTRUCTION JOINT SHALL BE PLACED WITHIN 1.50 M. FROM THE WEAKENED PLANE JOINT.

3. AT CONSTRUCTION JOINTS (LONGITUDINAL OR TRANSVERSE) CARE SHOULD BE TAKEN THAT NOCONCRETE FROM THE LAST SLAB PLACED OVERHANGS ANY PORTION OF THE FIRST SLAB.

4. TIE BARS SHOULD BE DEFORMED STEEL BARS, ALL DOWEL BARS SHALL BE SMOOTH ROUNDSTEEL BARS FREE FROM RUST AND OTHER DEFECTS WHICH MIGHT RESTRICT THEIR MOVEMENT.

5. TYPE OF WEAKENED PLANE JOINT TO BE USED SHALL BE AS SPECIFIED IN THE PLANS AND ONLYONE TYPE SHALL BE USED FOR THE WHOLE PROJECT.

6. MATERIAL FOR THE METAL SIDE FORM SHALL BE BRAND NEW SHEET METAL GAUGE NO. 18 OF BLACK IRON FREE FROM RUST AND LINKS.

7. AT LEAST SIX (6) SUCCESSIVE DOWELED BUTT JOINTS AT NORMAL JOINT SPACING SHALL BE PROVIDED BEFORE OR AFTER AN EXPANSION JOINT.

8. THE GROOVE OR CRACK ABOVE JOINTS (LONGITUDINAL OR TRANSVERSE) SHALL BE SEALED WITH30-50 PENETRATION ASPHALT SEAL OR COLD APPLIED LIQUID RUBBER COMPOUND AFTER THECONCRETE HAD BEEN CURED AND BEFORE OPENING PAVEMENT TO TRAFFIC. PENETRATION ASPHALT SEAL ON CONCRETE PAVEMENT JOINTS SHALL BE POURED IN SUCH A MANNER THAT SPILLING WILL BE PREVENTED THUS, PROVIDING A SMOOTH LEVELING/RIDING SURFACE.

9. ALL TRANSVERSE JOINTS, EXCEPT CONSTRUCTION JOINT SHALL BE CONTINUOUS FORM EDGE TOEDGE

10. ALL LONGITUDINAL JOINTS SHALL MEET AT INTERSECTIONS WITH NO GAPS OR OFFSET.11. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.12. AVOID STOPPAGE OF FORM WORKS ALONG CURVES.13. CONSTRUCT EXPANSION JOINT AT EVERY 60 METERS ANCHOR AT EVERY ADJACENT EXISTING

STRUCTURES.

TYPICAL BAR LAYOUT FOR "T" THICK PAVEMENT

PLAIN DOWEL BARS(SEE DETAILS)

LINE SHOWING TRANSVERSECONSTRUCTION JOINT AT LOCATIONOF WEAKENED PLAIN JOINT

TRANSVERSE CONSTRUCTION JOINT WITHINTHE MIDDLE THIRD OF THE SLAB

LANE SHOWING TRANSVERSE CONSTRUCTIONJOINT AT MIDDLE THIRD OF NORMAL JOINT INTERVAL

NOTE: TRANSVERSE CONSTRUCTION (CONTACT) JOINT SHALL BE PROVIDED AT

THE END OF ANY RUN WHERE LAYING OF CONCRETE HAS BEEN STOPPED FOR THIRTY (30) MINUTES OR LONGER.ALL TRANSVERSE CONSTRUCTION JOINTS SHOULD BE BUTTJOINTS WITH DOWELS.

SPACING. (S1 AND S2) VARIES DEPENDING ON THE DISTANCEOF PAVEMENT TO CLOSET FREE EDGE.

4500 4500 1500

400

MINIMUM

WID

TH

AS S

HO

WN

ON

PLAN

S

400 400 400 400 400 400S1 S1 S1 S1 S1 S1 S1 S1 S1 S1 S1

S2

S2

S2

S2

S2

S2

S2

B

S2

S2

S2

S2

S2

S2

A

C

D

TYPICAL PLAN OF A TWO- LANE UNDOWELED PAVEMENTSCALE: 1:100 MTS

WEAKENED PLAIN JOINTS

EXPANSION JOINT @ EVERY 90 M. ANCHOR AT EVERY ADJACENT EXISTING STRUCTURES

DETAIL "A"(LONGITUDINAL CONSTRUCTION JOINT)

SCALE: 1:20 MTS

T

T/3

T/3

T/3

FORMED GROOVE WITH KEYWAYSFILL WITH POURED JOINT FILLERDEFORMED TIE BAR

300300

600

DETAIL "B"(WEAKENED PLANE JOINT OR CONTRACTION JOINT)

SCALE: 1:20 MTS

T

12

5

A

B

SAWED GROOVE WITH POURED JOINT FILLER(@4.5M. INTERVAL OR AS DIRECTED BY THE ENGINEER6

5

DETAIL "D"(BUTT TRANSVERSE CONSTRUCTION JOINTS)

SCALE: 1:20 MTS

D

300300

600

12

5

FORMED GROOVE FILLED WITHPOURED JOINT FILLER

PLAIN DOWEL BAR ( SEE TABLE)ONE HALF OF LENGTH SHALL BE

PAINTED WITH APPROVED REDLEAD AND THEN GREASED.

T

METAL SIDE FORM (KEYED JOINT)DETAIL OF SIDE FORMS

25

11

11

T/3

T/3

T/3

SCALE: 1:20 MTS

FLARING OF EXISTING CONCRETE PAVEMENTSCALE: 1:100 MTS

P L A N

EDGE OF EXISTING CONCRETE PAVEMENT

BE

G. O

F FL

AR

ING

12MM.Ø X 600MM. @ 600MM O.C. TIE BARS

DETAIL "C"(EXPANSION JOINT)

SCALE: 1:20 MTS

C

T

PLAIN DOWEL BAR

FIXED SLIDING

75 2525

25MM PRE-MOLDEDEXPANSION FILLER

30-50 PENETRATION ASPHALT SEAL OR COLD APPLIEDLIQUID RUBBER BASE SEALING COMPOUND

METAL DOWEL CAP GAUGE NO.18 TOPLACED ON EACH DOWEL BARON ALTERNATE END (SEE DETAIL "F")

HALF OF THE BAR ON THE SIDE OF THEMETAL DOWEL CAP SHALL BE PAINTEDW/ RED LEAD AND THEN GREASED

SEE DETAIL "F"ON METAL CAP

WHERE: Te = THICKNESS OF EXISTING PAVEMENT

Tn = THICKNESS OF NEW PAVEMENT

12

3

25

T

Te/2

STANDARD PORTLAND CEMENT CONCRETE PAVEMENT JOINTSSCALE: AS SHOWN

E

DETAIL "E"CONSTRUCTION JOINT TO USED FORFLARING EXISTING CONCRETE PAVEMENT

SCALE: 1:20 MTS

E

FORMED GROOVE WITH KEY WAYSFILL WITH HOT POURED JOINT FILLER

300300

600


12MM. Ø X 600MM @ 600MMO.C.TIE BARS

600 600 600 600 600 600 600 600 600 600 600 600 600 600 600

VARIABLE

600 600

16MMØ DRILLED HOLES FILLEDWITH EPOXY RESIN

DETAIL "F"ON METAL DOWEL CAP

SCALE: 1:20 MTS

2575

METAL DOWEL CAP GAUGE NO.18 TOPLACED ON EACH DOWEL BARON ALTERNATE ENDPLAIN DOWEL BAR

D+1.5

6

TABLE FOR SPACING OF TIE BARS(L=600mm)SLAB THICKNESS

(mm) SPACING, S1 (mm)

12mm Ø 16mm Ø230240250260270280290300310320330340 400

400400400500500500500500600600600

750750750750750750750750750750750750

TABLE FOR SPACING OF PLAIN DOWELBARS(L=600mm) SLAB THICKNESS

(mm) SPACING, S1

(mm)230240250260270 34

32323028 300

DIAMETER, D (mm)

30030030030030038280

NOTE: DIAMETER AND SPACING OF PLAIN DOWEL BARS MAY BE

MODIFIED AS LONG AS THE EQUIVALENT STEEL AREAIS SUSTAINED.

BASED ON AASHTO GUIDE FOR DESIGN OF PAVEMENT STRUCTURES 1993.

NEW PAVEMENT

T/4

T/4

T/4

STANDARD PORTLAND CEMENTCONCRETE PAVEMENT JOINTS

(PLAIN)

JOSE B. EGUILOS, JR


DATE:ENGINEER II





DATE:


DATE:

REGIONAL DIRECTOR

DATE:





PREPARED:

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