republic of the philippines department of ......bagong silang lilukin catulin rizalsan diego...

SUBMITTED:

MICHAEL P. ROSARIA

CHIEF: PLANNING AND DESIGN SECTION

DATE:

SUBMITTED:

JORGE C. PASIA

ASSISTANT DISTRICT ENGINEER

DATE:

SUBMITTED:

CAROLINA D. PASTRANA

OIC - DISTRICT ENGINEER

DATE:

REPUBLIC OF THE PHILIPPINES

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

QUEZON III - DISTRICT ENGINEERING OFFICE

CATANAUAN, QUEZON

C.Y. 2021 PROJECT

DETAILED ENGINEERING DESIGN PLAN FOR

NETWORK DEVELOPMENT PROGRAM: OFF-CARRIAGEWAY IMPROVEMENT -

BRGY. MANLAMPONG - BRGY. MAGUITING SECTION

SAN NARCISO, QUEZON

K0262+393 - K0265+141

2,760.00 L.M.

S02043LZ

REGION IV - A

SECONDARY ROADS - K0262+393 - K0265+141

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

PREPARED:

OLIVER P. FORNESTE

ENGINEER II

ROSE-ANN A. REANZARES

CAD - OPERATOR

DOMINGO P. VILLARUEL

ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA




DATE: DATE: DATE: DATE:



QUEZON III DISTRICT ENGINEERING OFFICE

CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35

NETWORK DEVELOPMENT PROGRAM:

OFF CARRIAGEWAY IMPROVEMENT - SECONDARY

ROADS - ABUYON - BUENAVISTA ROAD

K0262+393 - K0265+141

1

I N D E X O F D R A W I N G S

INDEX OF DRAWINGS

A. GENERAL

LEGEND & ABBREVIATIONS

GENERAL NOTES

B. ROADS

PLAN & PROFILE K0262+380 - K0262+720

TYPICAL ROADWAY SECTION, REBLOCKING WORKS

DESIGN CRITERIA & TWO LANE PAVEMENT

3

G

11

4

G

11

G

115

G

116

G

117

G

11

G

11

R

24

TRAFFIC MANAGEMENT PLAN

2

R

24

1

SUMMARY OF QUANTITIES

HORIZONTAL AND VERTICAL CURVES

8

G

11

STOP PASSING SIGHT DISTANCE

9

G

11

THERMOPLASTIC DETAILS

3

R

24

4

R

24

10

G

11

FIELD OFFICE

INDEX OF DRAWINGS

1

1

2

G

11

KEY MAP, VICINITY MAP & LOCATION MAP

11

5

R

24

R

246

R

247

R

248

R

249

R

2410

R

24

R

24

R

24

R

24

R

24

R

24

R

24

R

24

R

24

R

24

R

24

STRAIGHT LINE DIAGRAM K0263+000

R

24

PLAN & PROFILE K0262+720 - K0263+060

PLAN & PROFILE K0263+060 - K0263+400

PLAN & PROFILE K0263+400 - K0263+740

PLAN & PROFILE K0263+740 - K0264+080

PLAN & PROFILE K0264+080 - K0264+420

PLAN & PROFILE K0264+420 - K0264+760

PLAN & PROFILE K0264+760 - K0265+100

PLAN & PROFILE K0265+100 - K0265+440

CROSS-SECTION K0262+393 - K0262+640










R

24

R

24

PROJECT BILLBOARD



11

12

13

14

15

16

17

18

19

20

21

22

24

23



PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

KEY MAP

PADRE BURGOS

AGDANGAN

UNISAN

PITOGOMACALELON

GEN. LUNA

CATANAUAN

MULANAY

SAN NARCISO

SAN FRANCISCO

SAN ANDRES

FISH PORT

BUENAVISTA

SIBUYAN SEA

RAGAY GULP

MOMPOG PASS

TAYABAS BAY

TO PAGBILAO

MALICBOY

GUITONG

SIPA

HINGUIWIN

MARAO

KINAGUNAN

PANAON

KALILAYAN

SUMMIT

CAIGDAL

RIZAL

AMONTAY

POTOTANIN

POCTOL

GANGAHIN

PACATIN PINAGBAYANAN

TAGUIN

OLONGTAO

SAN VICENTE

SAN IGNACIO

SAN JOSE

SAN VICENTE

SAN ISIDRO PIDAC

BACONG

SAN ISIDRO

BOLO

M.SABANG SIL.

M.SABANG KAN.

SAN ANTONIO

PALA

PACABIT

MADULAO

CAMANDISON

CAMANDISON

TAGBAKAN ILA.

CAWAYANINDAHICAN

NAVITAS

CANCULAJAO

ILA. DOONGAN

STA. MARIA

MALAYA

MILAGROSA

SAN PABLO

SUHA

BATABAT

MAGALLANES

DELA PAZ

BAGONG SILANG

LILUKIN

CATULIN

RIZAL

SAN DIEGO

MALIGAYA

BUKAL

SAN ROQUE

ANUSAN

SAN JOSE ANYAO

MAGUITING

BURGOS

CALWIT

LAKDAYAN

CAMBUGAMAGSAYSAY

ANDRES BONIFACIO

BUENAVISTA

SAN JUAN

BINAY

BIGO

WHITE CLIFF

BOTANIOG

AMOGUIS

SAN ISIDRO

BUENAVISTA

F.NANADIEGO

PAKIING

ILA.YUNI

ILA. TAYUMAN

IBA. TAYUMAN

CAWAYANIN I

MATATAJA

CANUYEP

TALA

VILLA REYES

SABIT

RIZAL

PUNTA

PUGSO POINT

VIGO CENTRAL

CAMFLORA

INABUAN

SILONGIN

CASAY

DON JUAN VERCELOS

BUTANGUIAD

PUGON

NASALAAN

PAGSANGAHAN

TALISAY

MANGERO

PANSOY

ALIBIHABAN

TO A

TIMO

NA

N

TO G

UMA

CA

TO L

OPE

Z

VICINITY MAP

PROJECT SITE

KEY MAP

NENW

SW SE

EW

N

S

NENW

SW SE

EW

N

S

BEG. OF PROJECT

K0262 + 393

VICINITY MAP

LOCATION MAP 2

2

END OF PROJECT

K0265 + 141

BEG. OF PROJECT

K0262 + 393

NENW

SW SE

EW

N

S

LOCATION MAP

END OF PROJECT

K0265 + 141

B

R

G

Y

.

M

A

N

L

A

M

P

O

N

G

B

R

G

Y

.

M

A

G

U

I

T

I

N

G

SAN NARCISO, QUEZON

B

R

G

Y

.

A

B

U

Y

O

N

SHALL BE CONSIDERED AS THE FINAL PLAN.

1 . THE STAKE-OUT SURVEY BETWEEN THE CONTRACTOR AND THE GOVERMENT

2 . THE ITEM OF WORK IDENTIFIED WITH THE CORRESPONDING COMPUTED QUANTITIES

NOTE:

IN THE APPROVED JOINT AS-STAKE SURVEY PLANS WILL BE THE BASIS OF PAYMENT.


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

SUMMARY OF QUANTITIES

3

3

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


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

LEGEND AND ABBREVIATIONS

4

4

A B B R E V I A T I O N S :

ACP ASPHALT CONCRETE PAVEMENT

AZIM AZIMUTH

BLDG BUILDING

BM BENCH MARK

BOQ BILL OF QUANTITIES

BR BRIDGE

BRDY BOUNDARY

BRGY BARANGAY

BVCE BEGIN OF VERTICAL CURVE ELEV.

BVCS BEGIN OF VERTICAL CURVE STATION

BW BOTHWAYS

CIM CURB INLET MANHOLE

CL CENTERLINE

cm CENTIMETER

CS CURB TO SPIRAL

CU CULVERT

D DEGREE OF CURVE

DIST. DISTANCE

DLI - 01 DRAINAGE MANHOLE MEMBER

DPWH DEPARTMENT OF PUBLIC WORKS AND HIGHWAY

E EXTERNAL DISTANCE/EASTING

e SUPERELEVATION

EB EAST BOUND

ELEV. ELEVATION

EXTG. EXISTING

g GRADIENT

HOR HORIZONTAL

I INTERSECTION ANGLE

I I E INLET INVERT ELEVATION

INT'L INTERNATIONAL

KMS KILOMETERS

L LEFT/LENGTH

Lc LENGTH OF HORIZONTAL CURVE

Lm LINEAR METER

LT LEFT

LVC LENGTH OF VERTICAL CURVE

M METER

Max MAXIMUM

MH MANHOLE

mm MILLIMETER

Mo MIDDLE ORDINATE

MUN MUNICIPAL

NB NORTH BOUND

O.C. ON CENTER

OIE OUTLET INVERT ELEVATION

PC POINT OF CURVATURE

PCCP PORTLAND CONCRETE CEMENT PAVEMENT

PI POINT OF INTERSECTION

PT POINT OF TANGENCY

PVI POINT OF VERTICAL INTERSECTION

PVC POINT OF VERTICAL CURVE

PVT POINT OF VERTICAL TANGENCY

R RADIUS

RC REINFORCED CONCRETE

RCBC REINFORCED CONCRETE BOX CULVERT

RCPC REINFORCED CONCRETE PIPE CULVERT

RD ROAD

RROW ROAD RIGTH - OF - WAY

RIGHTRT

NORMAL CROSSFALLS

SOUTH BOUNDSB

SHOULDERSHLDR

STATIONSTA

STANDARDSTD

SOUTH WESTSW

TANGENTT

TEMPORARY BENCH MARKTBM

VERTICAL CURVEVC

VERTICAL VERT , V

WIDENINGW

WEST BOUNDWB

WINGWALLWW

DIAMETERØ

NORMAL CROWNN C

STONE MASONRY

CUT AND FILL SECTION

ROAD SIGN

TREES

POINT OF INTERSECTION

ORIGINAL GROUND

KILOMETER POST

NORTH SIGN

(PLAN)

GROUTED RIPRAP EXISTING

L E G E N D :

P I

( PLAN )

KM

7

(EXISTING)

BENCH MARK

RECTANGULAR CULVERT

(PLAN)

FLOW

PLAN FULL KM STATION

PROJECT ROAD

EXISTING BRIDGE

RIVER / CREEK

COMMERCIAL

REFERENCE POINT

STATION

LENGTH OF VERTICAL CURVE

RROW

PIPE CULVERT EXISTING

PIPE CULVERT NEW

PIPE CULVERT EXISTING

(PLAN) (PROFILE)

PIPE CULVERT NEW

(PLAN) (PROFILE)

KM

4 9

C

L

C

0 + 100

PROPOSED BRIDGE

GOOD / NEW PCCP

PARAPET WALL PLAN

R1

R2

EXISTING PCCP

NENW

SW SE

EW

N

S


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

GENERAL NOTES

5

5

4.1 IT WAS RECKONED FROM THE CENTERLINE OF EXISTING PCCP ROAD ALONG ABUYON - BUENAVISTA ROAD

STATION K0262+393.00. THE AZIMUTH OF THE SUCCEEDING TANGENT WERE DETERMINED

BY ADDING AND/ MEASURED DEFLECTON ANGLE.

1.1 ALL WORKS SHALL COMPLY WITH THE "DPWH STANDARD AND SPECIFICATION, 2013 EDITION, D.0. 179 S. 2015

FOR THE DESIGN GUIDELINES, CRITERIA AND STANDARD, 2015 EDITION", SPECIAL PROVISIONS AND SUPPLEMENTAL

2.1 ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.

2.0 DIMENSIONS:

2.2 DIMENSION ON DRAINAGE, TYPICAL ROAD SECTION AND STANDARD DRAWINGS ARE IN METERS UNLESS OTHERWISE

INDICATED ON THE DRAWING.

3.0 STATIONINGS AND RADIUS OF HORIZONTAL CURVE:

3.1 THE STATIONING OF THE HORIZONTAL ALIGNMENT OF THE PROJECT ROADS ARE RELATIVE TO THE CENTERLINE SHOWN ON

THE PLANS

3.2 STATIONINGS OF CIM, MH AND OTHER STRUCTURES ARE RECKONED AT THE STATIONINGS OF THE CENTERLINE SHOWN ON

THE PLANS

3.3 THE RADIUS OF HORIZONTAL CURVE SHOWN ON THE PLAN WERE BASED ON THE LAID-OUT ROADWAY CENTERLINE.

SPECIFICATION TO THIS PROJECT.

A. SPECIFICATION

4.0 HORIZONTAL CONTROL:

5.0 VERTICAL CONTROL

6.0 ELEVATION AND GRADES

6.1 FINISHED GRADE ELEVATIONS ARE RELATIVE TO CENTERLINE OF EACH ROAD .

6.2 THE ELAVATIONS SHOWN ON THE ORIGINAL GROUND ON THE PLAN AND PROFILE ARE RELATIVE TO THE CENTERLINE OF THE

ROAD

7.0 ROAD SIGNS

10.1 ROAD SIGN SHALL CONFORT WITH THE LATEST MANUAL ON PHILIPPINES ROAD SIGN (REVISED EDITION)

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS. TRAFFIC ENGINEERING AND MANAGEMENT PROJECTS.

8.0 GENDER AND DEVELOPMENT

11.1 THE DESIGN SHALL CONFORMS WITH THE REPUBLIC ACT 7192

11.2 THE DESIGN SHALL CONFORMS WITH THE REPUBLIC ACT 9710

1.0 DESIGN REFERENCES:

1.1 DPWH DESIGN GUIDELINES, CRITERIA AND STANDARDS (ORANGE BOOK), REVISED EDITION, 2015

1.2 AMERICAN ASSOCIATION OF THE STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) STANDARD

SPECIFICATIONS FOR HIGHWAY AND BRIGES, LATEST EDITION .

1.3 AMERICAN CONCRETE INSTITUTE (ACI) STANDARDS, LATEST EDITION.

1.4 TECHINICAL STANDARDS AND GUIDELINES FOR PLANNING AND DESIGN OF FLOOD CONTROL AND SABO WORKS,

VOLUMES I AND II, MARCH 2002, BY THE FLOOD CONTROL AND SABO ENGINEERING CENTER, DPWH.

1.5 NATIONAL BUILDING CODE OF THE PHILIPPINES AND ITS IMPLEMENTING RULES AND REGULATIONS. AS AMENDED.

1.6 NATIONAL STRUCTURAL CODE OF THE PHILIPPINES, LATEST EDITION.

1.7 BATAS PAMBANSA (BP) 344 (ACCESSIBILITY LAW).

1.8 MEMORANDUM DATED JUNE 11, 2011, SUBJECT FOR UPGRADE OF FLOOD CONTROL AND ROAD DRAINAGE STANDARD.

B. DESIGN CRITERIA

1.0 ROAD CONNECTIONS AND PRIVATE ENTRANCES

1.1 APPROACHES AND CONNECTIONS SHALL BE CONSTRUCTED BY THE CONTRACTOR AS SHOWN ON THE PLANS OR AS DIRECTED

BY THE ENGINEER IN SUCH MANNER AS INSURE SMOOTH CONNECTION AND RIDING QUALITY

1.2 EXACT LOCATIONS OF INTERSECTIONS ROAD AND PRIVATES ENTRACES OR DRIVEWAYS WHERE ITEM 1.1 ABOVE APPLIES

SHALL BE VERIFIED BY THE ENGINEER.

1.3 PROVIDE A DROP CURB AND GUTTER TO EXISTING ENTRACES AS SHOWN ON THE STANDARD CURB AND GUTTER DRAWINGS.

2.0 DRAINAGE STRUCTURE:

2.1 LOCATIONS OF EXISTING DRAINAGE STRUCTURES REFLECTED IN THE PLAN WAS BASED ON THE TOPO SURVEY

2.2 EXACT LOCATIONS, GRADIENT OUTFALLS, TOP AND INVERT ELEVATIONS OF DRAINAGE STRUCTURE SHALL BE

CHECKED AND VERIFIED IN THE FIELD DURING CONSTRUCTION BY THE ENGINEER. FIELD ADJUSTMENT MAY

BE MADE BY THE ENGINEER TO SUIT ACTUAL FIELD CONDITION .

2.3 EXTENSION AND OTHER IMPROVEMENTS OF EXISTING DRAINAGE STRUCTURES ARE SUBJECT TO CHANGE AND

SHALL BE VERIFIED BY THE ENGINEER.

2.4 PRIOR TO INSTALLATION OF RCPC AND OTHER DRAINAGE STRUCTURES. ALL MATERIALS MUST BE TESTED

AND CONFORMING WITH THE TECHICAL SPECIFICATION.

2.5 THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPLACEMENT OF ANY MATERIALS INSTALLED AND FOUND

TO BE DEFICIENT IN WORKMANSHIP AND QUALITY OF WORKS.

2.6 RCPC DIAMETERS ARE IN METERS UNLESS OTHERWISE SPECIFIED.

3.0 REMOVAL OFEXISTING STRUCTURES AND RELOCATION OF EXISTING UTILITIES:

3.1 REMOVAL OF EXISTING BUILDING, HOUSES AND FENCES WILL BE THE RESPONSIBILITY OF THE CONTRACTOR,

THEY WILL BE PAID ACCORDING TO THE CONTRACT.

3.2 PORTION OF EXISTING UTILITIES, SUCH AS WATER LINES. TELEPHONES TRUCK LINES ELECTRIC LINES ETC. THAT

MAY OBSTRUCT THE CONSTRUCTION OF THE PROJECT SHALL BE RELOCATED BY THE ENTITIES OR OWNERS'S

CONCERNED. EXTREME PRECAUTIONS SHALL BE EXERCISED BY THE CONTRACTOR SO AS NOT DAMAGE THE

EXISTING UTILITIES DURING CONSTRUCTION, ANY DAMAGE THEREOF SHALL BE ON THE ACCOUNT OF THE

CONTRACTOR.

C. CONSTRUCTION REQUIREMENT

2.0 DESIGN METHODOLOGY

2.1 RIGID PAVEMENT DESIGN FOR CONCRETE PAVEMENT

2.2 FLEXIBLE PAVEMENT DESIGN FOR ASPHALT PAVEMENT

3.0 DESIGN LOADINGS

1. RIGID TRUCK 2 AXLES

2. RIGID TRUCK 3 + AXLES

3. TRUCK SEMI-TRAILER 3 & 4 AXLES

5. TRUCK TRAILER 4 AXLES

6. TRUCK TRAILER 5 + AXLES

4. TRUCK SEMI-TRAILER 5 + AXLES

5.1 THE DATUM USED IN THIS PROJECT WAS DETERMINED. IT WAS REFERRED FROM CENTER LINE OF EXISTING PCCP ROAD.

4.0 OFF - CARRIAGEWAY / PAVED SHOULDER

4.1 THE MINIMUM PAVED SHOULDER SHOULD BE 1.50m ON BOTH SIDE IF NOT CONSTRAINED BY THE RROW PROBLEM.

4.2 ALL LINED CANAL AND RETAINING WALL SHALL BE SEALED BY PAVED SHOULDER TO THE EXTENT OF EXISTING OR

PROPOSE STRUCTURES.

4.3 PROVISION OF TIE BARS WITH 16mmØ DEFORMED BARS SHALL BE DRILL TO EXISTING EDGE OF CARRAIGEWAY

AT EVERY 600mm SPACING ON CENTER WITH 600mm LONG.

4.4 ELEVATION OF SHOULDER SHALL BE FOLLOWED TO THE EDGE OF FINISHED SURFACE PAVEMENT AND AUTOMATICALLY

APPLIED THE SUPER ELEVATION IN CASE IT IS LOCATED TO THE CURVES.

G E N E R A L N O T E S

C

L

-2.0%

EXISTING PAVEMENT

"A"-2.0%

ITEM 311 (230mm THICK)


C

L

-2.0%

EXISTING PAVEMENT

"A"

-2.0%



C

L

-2.0%

EXISTING PAVEMENT

"A"-2.0%



EXISTING LINED CANALEXISTING LINED CANAL

EXISTING SLOPE PROTECTION EXISTING SLOPE PROTECTION

STIFFENER BEAMSTIFFENER BEAM

ITEM 200 ( 200mm. thk. )

AGGREGATE SUB BASE COURSE

ITEM 311 ( 230mm. thk. )

PORTLAND CEMENT CONCRETE PAVEMENT

"A"

36mmØ 800 @ 300 O.C.

PLAIN DOWEL BARS FOR 280mm THICK PCCP

LANE SHOWING TRANSVERSE CONSTRUCTION

JOINT AT LOCATION OF WEAKENED PLANE JOINT

TRANSVERSE CONSTRUCTION JOINT

LANE SHOWING TRANSVERSE CONSTRUCTION JOINT

AT MIDDLE THIRD OF NORMAL JOINT INTERVAL

N O T E :

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.

TRANSVERSE CONSTRUCTION JOINTS WHICH OCCUR AT

LOCATION OF WEAKENED PLANE JOINT SHOULD BE BUTT JOINTS

WITH DOWELS. IF JOINT OCCURS IN THE MIDDLE THIRD OF THE

WEAKENED JOINT INTERVAL ( 1500 - 3000 mm ) IT SHOULD BE

KEYED JOINTS WITH THE BARS.

MINIMUMTYPICAL BAR LAYOUT FOR 230mm THICK PAVEMENT

WEAKENED PLANE JOINT

DEFORMED THE BARS

16mm X 750 @ 750

1B

1D

1C

1F

1E

SE

CT

IO

N 1

SAWED GROOVE WITH

POURED JOINT FILLER

75

6

5

SAWED GROOVE WITH POURED JOINT FILLER

(@4.5m INTERVAL OR AS DIRECTED

75

6

5

BY THE ENGINEER)

36mmØ x 800 @ 300 (280mm)

FORMED GROOVE WITH

POURED JOINT FILLER

35

12.0

75

PLAIN DOWEL BAR

36mmØ x 800 @ 300

FOR t = 280mm

ONE HALF OF THE LENGTH

SHALL BE PAINTED WITH

APPROVED RED LEAD AND

THEN GREASED

FIRST SLAB

DEFORMED TIE BAR

FORMED GROOVE WITH KEYWAYS

FILL WITH POURED JOINT FILLER

T

12.0

75

1/3T

1/3T

1/3T

FIRST SLAB

35

35

300(280mm) 300(280mm)

DEFORMED TIE BAR

36mmØ x 800 @ 300 (280mm)

FORMED GROOVE WITH KEYWAYS

FILL WITH POURED JOINT FILLER

T

6

5

1/3T

1/3T

1/3T

FIRST SLAB

DEFORMED TIE BAR

36mmØ X 800 @ 300 (280mm)

C

L

-2.0%"A"

-2.0%

CONSTRUCTION LIMIT (Item 200,480mm thick)

ITEM 310(1)a1 (30mm THICK)

ITEM 310(2) (50mm THICK)

REFLECTORIZED THERMOPLASTIC

PAVEMENT MARKINGS


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

TYPICAL ROADWAY SECTION

6

6

SHOULDER PAVING AND ASPHALT OVERLAY

TWO LANE PAVEMENT

DESIGN CRITERIA

TYPICAL ROADWAY SECTION TWO LANE EXISTING PCCP W/ PROPOSED CONCRETE SHOULDER

SCALE 1:50

TYPICAL ROADWAY SECTION TWO LANE EXISTING PCCP AND LINED CANAL W/ PROPOSED CONCRETE SHOULDER

SCALE 1:50

TYPICAL ROADWAY SECTION TWO LANE EXISTING PCCP AND SLOPE PROTECTION W/ PROPOSED CONCRETE SHOULDER

SCALE 1:50

DETAIL " A "

SCALE 1:10

1B

A4-008 A4-008

TYPICAL PLAN OF A TWO LANE PAVEMENT

SCALE 1:50

1A

A4-008 A4-008

DETAIL " B "

SCALE 1:10

1C

A4-008 A4-008

DETAIL " C "

SCALE 1:10

1D

A4-008 A4-008

DETAIL " D "

SCALE 1:10

1E

A4-008 A4-008

SECTION

SCALE 1:10

1F

A4-008 A4-008

DESIGN PARAMETER

1.DESIGN LIFE PERIOD = 20 YRS

2.DESIGN TRAFFIC = 1.59 X 10

6

3.DESIGN RELIABILITY = 85 %

4.STANDARD DEVIATION = 0.35

5.DESIGN SERVICE ABILITY = 2.50

6.PCCP MODULUS OF RUPTURE = 636 PSI

7.PCCP MODULUS OF ELASTICITY = 3.37 x 10

6

PSI

8.SUBGRADE DESIGN CBR = 2.38

9.EFFECTIVE ROADBED RESILIENT = 3,570

10.SUB BASE ELASTIC MODULES = 15,000 PSI

11.SUB BASE THICKNESS = 200 MM

12.COMPOSITE & EFFECTIVE = 210 & 78

MODULES OF SUBGRADE REACTION

13. DRAINAGE COEFFECIENT = 1.0

14. LOAD TRANSFER COEFFECIENT = 3.60

15. LOSS OF SUPPORT = 1.0

16. STANDARD NORMAL DEVIATION = 1.037

TYPICAL ROADWAY SECTION TWO LANE EXISTING PCCP W/ PROPOSED ASPHALT OVERLAY

SCALE 1:50

T2 - 16

T1 - 1

T1 - 5

Yellow

Reflectorized

Line 1 - Black 200 DM


1800 x 600T2-16

BackgroundLetterSizeSign No.

WORKMEN AHEAD

Red / Orange

-Flourescent for

day use

-Reflectorized

for night use

Black

900 x 600T1-5


Yellow

Reflectorized



1800 x 600T1-1


DAEHA

R RWD O KAO

30.00

10.00

8.00

90.00

45.00

30.00

90.00

30.00

10.00

8.00

PART LANE CLOSURE - TWO LANE & TWO WAY ROAD

PLAN

COMPONENTS OF TRAFFIC MANAGEMENT PLAN

100 - m

eter length w

orksite area

Be

gin

nin

g o

f P

ro

je

ct

Barrier boards to inhibit

access to the worksite area

Temporary Bollards

spaced @ 5.0 meters

Barricade flasher

lights installed every

after 3 bollards

DE AA

R

H

RWD OO KA

DE AA

R

H

M

DOA

DSIO

R

N

RWD OO KA

E ARO D

ACHINERY

T1 - 3

M

R

30.00

5.00

60.00

Yellow

Reflectorized

Line 1 - Black 100 EM


1200 x 600T1-3


Line 3 - Black 100 EM

A

O A D

ACHINERY

H E A D

5.00

6.00

T1 - 25

Yellow

Reflectorized

Line 1 - Black 160 EN

Line 2 - Black 160 DN

1800 x 600T1-25


EDISO

R RWD O KAO

30.00

8.00

90.00

8.00

N DAOR

ROADWORKS SIGN

DE N

R RWD OO KA

D EA A

R

H

R WDO OK A

D EN

RR WDO OK A

DNE

KROWDAOR

D

D

D


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

TRAFFIC MANAGEMENT PLAN

7

7

T R A F F I C M A N A G E M E N T P L A N

HORIZONTAL CURVE (CIRCULAR)1A

SCALE NTS

R

D

P

T

L c

P

C

R

T

T

E

P1

2

5

m

P1 POINT OF INTERSECTION

INTERSECTION ANGLE (CENTRAL ANGLE)

Y TOTAL TANGENT DISTANCE

R HORIZONTAL RADIUS

Lc LENGTH OF CIRCULAR CURVE

E TOTAL EXTERNAL DISTANCE

D DEGREE OF CURVE (ARC DEFINITION)

PC POINT OF CURVATURE

PT POINT OF TANGENCY

I- NO HORIZONTAL CURVE IS REQUIRED WHEN

THE INTERSECTION (CENTRAL) ANGLE

IS LESS THAN ONE DEGREE (1° -00)

L / 2L / 2

VPC

VP1

MO

x

Yx

VPT

+

g

%

-

g

%

SYMMETRICAL

SCALE NTS

HORIZONTAL CURVE WITH TRANSITION

SCALE NTS

P1 POINT OF INTERSECTION

INTERSECTION ANGLE

Ø SPIRAL ANGLE

Lx LENGTH OF SPIRAL

XY COORDINATES OF CS OR SC WITH RESPECT TO MAIN TANGENT

K LENGTHENING OF TANGENT DUE TO INTERSECTION OF SPIRAL

F OFFSET BETWEEN CIRCULAR CURVE AND MAIN TANGENT

LT LONG TANGENT OF SPIRAL

ST SHORT TANGENT OF SPIRAL

T TOTAL TANGENT DISTANCE

TS BEGINNING OF SPIRAL CURVE

SC POINT OF CHANGE FROM SPIRAL TO CIRCULAR CURVE

CS

POINT OF CHANGE FROM CIRCULAR CURVE TO SPIRAL

ST

END OF SPIRAL CURVE

Ic

ANGLE OF CIRCULAR CURVE

Rc

RADIUS OF THE CIRCULAR CURVE

Lc

LENGTH OF THE CIRCULAR CURVE

P1

T

Y

Y

Lc

Tc

T

S

S

T

C

S

R

C

K

L

s

L

T

X

P

P

Ø

s

Ø

s

x

VPI

MO

Yx

L1 L2

-

g

%

+

g

%

L

VPT

UNSYMMETRICAL

SCALE NTS

VERTICAL PARABOLIC CURVE

SCALE NTS

LEGEND:

VP1

VERTICAL POINT OF INTERSECTION

VPC

VERTICAL POINT OF CURVATURE

VPTVERTICAL POINT OF TANGENCY

L

LENGTH OF VERTICAL CURVES IN METERS

L

GRADE IN PERCENT

MO

MIDDLE ORDINATE

X

DISTANCE FROM VPC OR VPT TO ANY POINT OF CURVE

Yx

VERTICAL OFFSET IN METERS

A

ALGEBRAIC DIFFERENCE OF GRADES

NOTE:

I

ALGEBRAIC DIFFERENCE IN GRADES IS LESS THAN 0.50%

NO VERTICAL CURVE IN REQUIRED WHEN THE

IN ANY VERTICAL PARABOLIC CURVE

SYMMETRICAL UNSYMMETRICAL

MO=

AL

8.00

MO=

AL1

200 L

AL2

Yx=

X² (MO)

(L/2)²

Yx=

X² (MO)

(L1)² OR (L2)²

D=8.65M. FOR

2

D

S

/

2

S

/

2

D

2XW

D

S

/

2

S

/

2

2

D

LW

P

C

L

1

P

T

L

d

HEAVY TRUCK

L1=Ld

S>/0.75Vd OR

S>/10(2W)

OC

WIDENING WHEN TRANSITION NOT USED

SCALE NTS

NOTE:

VALUES LESS THAN 0.60M MAYBE DISREGARDED

VALUES SHOWN BELOW ARE FOR 2 LANE PAVEMENT

ON CURVES FOR A WIDTH OF 6.10M PAVEMENT ON

TANGENT.

DESIGN VALUES FOR WIDENING OF CURVES

DEGREE

OF

CURVE

RADIUS

IN

METERS

DESIGN SPEED

40 KPH 65 KPH

1°00"

2°00"

3°00"

4°00"

5°00"

6°00"

7°00"

8°00"

9°00"

10°00"

11°00"

1432.39

716.19

477.46

358.10

286.48

238.73

204.63

179.05

159.15

143.24

130.22

0

0.60

0.60

0.75

0.75

0.90

0.90

0.90

1.00

1.00

0

0

0

0

0

0.60

0.80

0.90

0.90

0.90

1.10

Lx

Ln

W

I=KW

FOR - SEE TABLE OR "K"

OC

3

D

D

D

D

3

D

S

T

D

D

D

WIDENING

L

1

L

d

c

s

LW

S

C

T

S

D= 8.65M FOR

HEAVY TRUCK

L1 = TRANSITION LENGTH OF WIDENING INCREASING SECTION

Ld = TRANSITION LENGTH OF WIDENING DECREASING SECTION

Lw = LENGTH WITH FULL WIDENING

WIDENING WHEN TRANSITION ARE USED4A

SCALE NTS

INCREASING DECREASING

Ln/Lx K Ln/Lz K

0.00

0.02

0.04

0.06

0.08

0.10

0.12

0.14

0.16

0.18

0.20

0.22

0.24

0.26

0.28

0.30

0.32

0.34

0.36

0.38

0.40

0.42

0.44

0.46

0.48

0.50

0.52

0.54

0.56

0.58

0.60

0.62

0.64

0.66

0.68

0.70

0.72

0.74

0.76

0.78

0.80

0.82

0.84

0.86

0.88

0.90

0.92

0.94

0.96

0.98

1.00

0.00

0.2

0.4

0.6

0.8

0.10

0.12

0.14

0.16

0.18

0.20

0.22

0.24

0.26

0.28

0.30

0.32

0.34

0.36

0.38

0.40

0.42

0.44

0.46

0.48

0.50

0.52

0.54

0.56

0.58

0.60

0.62

0.64

0.66

0.68

0.70

0.72

0.74

0.76

0.78

0.80

0.82

0.84

0.86

0.88

0.90

0.92

0.94

0.96

0.98

1.00

0.000

0.0010

0.0020

0.0047

0.0077

0.0114

0.0156

0.0217

0.0300

0.0390

0.0499

0.0612

0.0760

0.0908

0.1110

0.1315

0.1574

0.1849

0.2161

0.2496

0.2846

0.3215

0.3586

0.3965

0.4344

0.4724

0.5103

0.5470

0.5836

0.6194

0.6548

0.6888

0.7217

0.7522

0.7789

0.8050

0.8286

0.8521

0.8741

0.8947

0.9128

0.9293

0.9440

0.9580

0.9691

0.9775

0.9849

0.9903

0.9952

0.9982

1.00

1.0000

0.9964

0.9905

0.9810

0.9660

0.9438

0.9200

0.8920

0.8602

0.8238

0.7816

0.7374

0.6822

0.6340

0.5848

0.5365

0.4912

0.4478

0.4092

0.3748

0.3443

0.3144

0.2888

0.2610

0.2375

0.2163

0.1967

0.1784

0.1613

0.1453

0.1304

0.1162

0.1034

0.0916

0.0807

0.0708

0.0622

0.0543

0.0473

0.0407

0.0348

0.0288

0.0236

0.0190

0.0150

0.0116

0.0182

0.0052

0.0020

0.0012

0.0000

5.0

5.0

13.5

15.0

18.5

21.0

30.0

41.5

45.0

54.5

56.5

74.0

74.0

101.0

102.5

129.5

137.5

156.0

167.5

179.0

184.5

185.5

189.5

189.5

190.0

189.5

183.5

183.0

179.0

177.0

170.0

164.5

152.8

133.8

130.8

118.0

117.5

110.0

103.0

90.5

82.5

73.5

70.0

55.0

42.0

37.0

27.0

24.5

15.9

9.0

10.0

29.5

47.5

75.0

111.0

119.0

140.0

159.0

182.0

221.0

246.0

251.0

241.0

246.0

241.5

226.5

217.0

193.0

172.0

152.5

149.5

138.0

129.0

118.5

105.0

98.0

91.5

85.5

80.0

74.5

71.0

64.0

59.0

54.5

49.5

43.0

39.5

35.0

33.0

29.5

30.0

26.0

23.0

20.0

17.0

17.0

15.0

12.0

0.0

6.0

Lz Lz


SCALE NTS


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141


8

8

20

18

16

14

12

10

8

6

4

2

0

500 1000 1500 2000

16

14

12

10

8

6

4

2

0

20

18

AG

AG

HEIGHT OF EYE ABOVE ROADWAY SURFACE = 1.15M

HEIGHT OF OBJECT ABOVE ROADWAY SURFACE = 1.40M

= REDUCED PASSING SIGHT DISTANCE (LRP)

= NORMAL PASSING SIGHT DISTANCE (LFP)

Lvc > S: Lvc =

AGS²

Lvc > S: Lvc = 2S-

1040

AG

PASSING SIGHT DISTANCE FOR CREST VERTICAL CURVES

SCALE NTS

Vo =

120(k

m/h

) R

vc =

47000 (

m)

V

o =

100 R

vc =

31800

V

o

=

8

0

R

v

c

=

2

1

7

0

0

V

o

=

1

2

0

R

v

c

=

1

9

5

0

0

V

o

=

7

0

R

v

c

=

1

5

4

0

0

V

o

=

1

0

0

R

v

c

=

1

3

6

0

0

V

o

=

8

0

R

v

c

=

1

0

2

0

0

V

o

=

6

0

R

v

c

=

1

0

2

0

0

V

o

=

7

0

R

v

c

=

7

2

5

0

V

o

=

6

0

R

v

c

=

6

0

0

0

V

o

=

6

0

R

v

c

=

4

9

0

0

V

o

=

5

0

R

v

c

=

2

9

5

0

L

v

c

L

v

c

20

18

16

14

12

10

8

6

4

2

0

AG

200 400 600 800

20

18

16

14

12

10

8

6

4

2

0

AG

V

o =

120(km

/h) R

vc =

3000 (m

)

V

o

=

1

0

0

R

v

c

=

7

0

0

0

V

o

=

8

0

R

v

c

=

3

5

0

0

V

o

=

7

0

R

v

c

=

2

6

5

0

V

o

=

6

0

R

v

c

=

1

4

0

0

V

o

=

5

0

R

v

c

=

7

5

0

V

o

=

4

0

R

v

c

=

4

0

0

HEIGHT OF EYE ABOVE ROADWAY SURFACE = 1.15M

HEIGHT OF OBJECT ABOVE ROADWAY SURFACE = 0.15M

K= =

RLvc

AG 100

, Lvc > Ls : Lvc =

AGLs²

400

Lvc (m)

, Lvc < Ls : Lvc =2Ls -

400

AG

STOPPING SIGHT DISTANCE FOR CREST VERTICAL CURVES

SCALE NTS

STOPPING SIGHT DISTANCE FOR SAG VERTICAL CURVES

SCALE NTS

20

18

16

14

12

10

8

6

4

2

0

AG

20

18

16

14

12

10

8

6

4

2

0

AG

0

0 100 200 300 400Lvc (m)

L

v

c

L

v

c

L

s

L

s

V

o

=

1

2

0

(km

/h

) R

vc =

5

7

0

0

(m

)

V

o

=

1

0

0

R

v

c

=

4

0

0

0V

o

=

8

0

R

v

c

=

2

5

0

0

V

o

=

7

0

R

v

c

=

2

0

0

0

V

o

=

6

0

R

v

c

=

1

5

0

0

V

o

=

5

0

R

v

c

=

1

0

0

0

V

o

=

4

0

R

v

c

=

6

0

0

Lvc Ls : Lvc =

AGLs²

120 + 55Ls

Lvc Ls : Lvc =2Ls -

120 + 3.5Ls

AG

SUPERELEVATION

T

R

A

N

S

I

T

IO

N

SUPERELEVATION

EXTENSION

3030

30

3

0

3

0

3

0

TRA

N

S

ITIO

N

S.S.

T.S.

NORMAL CROSSFALL

LEVEL

OFFSETS

FULL SUPERELEVATION

R

NOMIN

AL

SP

IR

A

L

(

P

L

A

N

VARI

ABLE

NO

.

OF

S

E

C

I

O

N

S

T

S

.

O

.

T.P.NOMI

NAL

C

EN

T

E

R

L

I

N

E

TRUE CE

NT

ER

L

I

N

E

NOTE: ALL LONGITUDINAL MEASUREMENTS ARE ALONG

THE NOMINAL CENTERLINE ALL TRANSVERSE

MEASUREMENTS ARE AT RIGHT ANGLES TO NO-

MINAL CENTERLINE.

LEGEND:

Lvc = LENGTH OF VERTICAL CURVE

Ls = STOPPING SIGHT DISTANCE

AG = ALGEBRAIC DIFFERENCE IN GRADES-PERCENT

S = SIGHT DISTANCE

POSITION OF PAVEMENT EDGES AND

CENTERLINE IF CURVED WAS NEITHER

TRANSITIONED NOR WIDENED.

DESIGN CRITERIA

HEADLIGHT BEAM DISTANCE IS EQUAL TO

STOPPING SIGHT DISTANCE.

HEIGHT OF HEADLIGHT = 0.60 M.

DISECTION OF BEAM = 1° UPWARDS

EASE

EASE

EASE

EASE

S.S. T.S. T.P. S.C.

INNER EDGE OF PAVEMENT

CENTERLINE

OU

TE

R E

DG

E O

F P

AV

EM

EN

T

HORIZONTAL CURVE TRANSITIONS

SCALE NTS

METHOD OF SETTING OUT

Lvc

Do

LOW POINT

BVC

EVC

VIP

HIGH POINT

X

VP

D

P

BVC

Do

Lvc

Lvc/2

EVC

P

'

g

'

m

g

d

IN ANY VERTICAL PARABOLIC CURVE:

1. m =

(g'-g)(LVC)

8

2. m = 1/2

Elev. PVC + Elev. PVT

2

( - Elev. PVI)

3. d =

D

LVC/2

m( )² =

4m

LVC²

D²

4. d =

D² (g'-g)

2(LVC)

5. x =

100 (H-P')

g'-g

6. s =

g-g'

LVC

g-D ( )

7. Do =

(LVC)g

g-g'

WHERE:

LVC = LENGTH OF CURVE - METERS + ICO

g & g' = GRADE RATES - PERCENT

m = MIDDLE ORDINATE - METERS

d = CORRECTION FROM GRADELINE TO CURVE

METERS

D = DISTANCE FROM PVT TO ANY POINT ON

CURVE - METERS ÷ 100

s = SLOPE OF THE TANGENT TO THE CURVE AT

ANY POINT - PERCENT

x = DISTANCE FROM P' TO PVT - METERS

H = ELEVATION OF GRADE 'g' PRODUCED TO

STATION OF P' - METERS

P & P' = ELEVATION OF RESPECTIVE GRADES - METERS

Do = DISTANCE TO LOW OR HIGH POINT FROM

EXTREMITY OF CURVE - METERS ÷ 100

NOTES:

1. A RISING GRADE CARRIES A PLUS SIGN WHILE A FALLING GRADE CARRIES A MINUS SIGN, THUS

IN A CREST VERTICAL CURVE AS ABOVE, (g) CARRIES A PLUS SIGN AND (g') A MINUS SIGN WHEN

PROGRESSING IN THE DIRECTION OF THE STATIONING, WHEN PROGRESSING IN THE OPPOSITE DIRECTION,

(g) BECOMES A MINUS GRADE AND (g') A PLUS GRADE.

2. NO VERTICAL CURVE IS REQUIRED WHERE THE ALGEBRAIC DIFFERENCE IN GRADES IS 0.50% OR

LESS.

VERTICAL CURVE TRANSITIONS

SCALE NTS

METHOD OF SETTING OUT

FOR MOST DRIVERS, THE REDUCED PASSING SIGHT DISTANCE IS ADEQUATE FOR OVERTAKING AND HENCE IT

IS CONSIDERED RATHER EXTRAVAGANT TO DESIGN ROADS TO FULL PASSING SIGHT DISTANCES ('FULL PAS-

SING SIGHT' IS ALSO TERMED 'NORMAL PASSING SIGHT').

THE DIFFERENCE BETWEEN FULL PASSING SIGHT DISTANCE AND REDUCED PASSING SIGHT DISTANCE IS SHOWN

IN THE FOLLOWING FIGURE:

NORMAL PASSING SIGHT

REDUCED NORMAL PASSING SIGHT

AS GUIDE TO THE EXTENT TO WHICH REDUCED PASSING SIGHT DISTANCE SHOULD BE PROVIDED, THE

FOLLOWING TABLE CAN BE USED:

DESIGN SPEED

(km/h)

MINIMUM PROPORTION OF ROAD WITH REDUCED PASSING SIGHT DISTANCE

ADT < 1000 ADT = 1000 - 3000 ADT > 3000

< 50

60

80

100 - 120

1/5 1/4

1/4

1/3

1/8

1/3

1/4

1/2

1/8

REDUCED PASSING SIGHT DISTANCE

SCALE NTS

8.0

7.0

6.0

5.0

4.0

3.0

2.5

2.0

25 30 40 50 60 70 80 100 200 300 400 500 600 800 1000 2000 3000

3

0

4

0

5

0

6

0

7

0

1

0

0

V

D

=

1

2

0

(

k

m

/

h

)

8

0

SU

PE

RE

LE

VA

TIO

N R

AT

E (%

)

RADIUS OF CURVE (m)

DESIGN SUPERELEVATION RATES7A

SCALE NTS

STOPPING AND PASSING SIGHT DISTANCES, SUPERELEVATION RATES

NOT SCALETO

Lvc

Ls

Lvc

Ls


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

STOP PASSING SIGHT DISTANCE

9

9

L1 = 300 L1 = 300

L2

RURAL AREA TYPEURBAN AREA TYPE

PAVED SHOULDER

TR

AV

ELE

D W

AY

PAVED SHOULDER

L

V < 80 KPH

L > 100 m

L > 50 m

V < 60 KPH

L

B

A

B

A

SHOULDER

7000

100

100

3000 3000

4500 (60 KPH)

CURB OR TRAVELLED WAY EDGE

SEPERATE LINE 150mm WIDE, UNBROKEN, WHITE

LANES LINES - 150mm WIDE, 3m LENGTH, 4.5m GAP, WHITE

EDGE LINES - 100 WIDE, UNBROKEN, WHITE

3m 3m 3m 3m4.5m4.5m4.5m

150mm

150mm

100mm

L L

3000 3000

3000

L

I

N

E

O

F

S

I

G

H

T

D

I

S

T

.

F

O

R

D

E

S

I

G

N

S

P

E

E

D

M

I

N

.

P

A

S

S

I

N

G

S

I

G

H

T

N

O

P

A

S

S

I

N

G

Z

O

N

E

,

A

'

T

O

B

N

O

P

A

S

S

I

N

G

Z

O

N

E

,

A

'

T

O

B

1.08

HE

IG

HT

O

F O

BS

ER

VE

R

1.08

1. THE MATERIALS, DIMENSION, SHAPE, COLOR, SIZE OF NUMERALS, LETTERS

AND INSTALLATION SHALL CONFORM IN ACCORDANCE WITH SPECIFICATION OF

DPWH MANUAL ON PAVEMENT MARKINGS, 2004 EDITION

2. REFER TO DWG. NO F-3 AND DWG. E-3 FOR SPECIFICATION OF

PAVEMENT MARKINGS.

NOTES:

10 cm

10 cm

L

I

N

E

O

F

S

I

G

H

T

D

I

S

T

.

F

O

R

D

E

S

I

G

N

S

P

E

E

D

M

I

N

.

P

A

S

S

I

N

G

S

I

G

H

T

L

V < 80 KPH

L > 100 m

L > 50 m

V < 60 KPH

L

B, B' END NO-PASSING ZONE

SIGHT DISTANCE BECOMES LESS THAN MINIMUN

MEASURED BETWEEN POINTS 1.20 m ABOVE PAVEMENT

NOTES:

1. "NO PASSING ZONES" IN OPPOSITE DIRECTIONS MAY OR MAY NOT

2. "NO PASSING ZONES" HAVE TO BE MARKED FOR ALL THE PROJECT ROAD

3. LOCATIONS OF BEGINNINGS AND ENDS OF "NO PASSING ZONE"

OVERLAP DEPENDING ON ALIGNMENT

WILL BE DEFINED BY THE ENGINEER

A, A' BEGIN NO- PASSING ZONE

SIGHT DISTANCE AGAIN

EXCEEDS MINIMUN

NOTES:

1. THE MATERIALS, DIMENSION, SHAPE, COLOR, SIZE, OF NUMERALS, LETTERS

2. REFER TO DWG. NO F-3 AND DWG. NO. E-3 FOR SPECIFICATION OF

PAVEMENT MARKINGS.

AND INSTALLATION SHALL CONFORM IN ACCORDANCE WITH SPECIFICATION OF

DPWH MANUAL ON PAVEMENT MARKINGS, 2004 EDITION


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

THERMOPLASTIC DETAILS

10

10

CENTER AND BORDER LINES MARKINGS

SCALE NTS

1

A4-006 A4-006

NO PASSING LINE ON HORIZONTAL CURVES

SCALE NTS

2

NO PASSING LINE ON VERTITAL CURVES

SCALE NTS

2

PAVEMENT MARKINGS DETAILS

SCALE NTS

2

PEDESTRIAN LANE

SCALE NTS

2

A4-006 A4-006

A4-006 A4-006

A4-006 A4-006

A4-006 A4-006

CENTER AND EDGE LINE MARKINGS

RURAL HIGHWAY, TWO WAY

GA 26 COOR. ROOFING

¼' THK.PLYWOOD

4'CHB WALL

¼' THK. PLYWOOD

4' CHB WALL

GA. 26 CORR. ROOFING

4' CHB WALL

¼' THK. PLYWOOD

2"x3" coco lumber Space @

600mm horizontally

2"x3" coco lumber Space @

600mm vertically

ROOM

LA

BO

RA

TO

RY

O F F I C E

CR

ROOF LINE

W1

W1 W1

W1

W1

W1

CURING TANK

W3W2

MAT'LS

TECH.

MAT'LS

ENGR.

4" CHB IN THREE

LAYER PLASTERED

FINISHED

C-F

WFWF

WFWF

WF

WF

WF

WF

C-FC-F

C-FC-FC-F

C-F

C-F

2"x6" Wood Rafter

2"x3" Coco Lumber Purlins

@ every 0.75m O.C.

4 -12mm dia. RSB w/

10mm. dia ties sp. 1-50mm..,

3-100mm., 200mm. rest...

4 - 12mm. dia RSB B.W.

FIN. FLR. LINE

4 - 12mm. dia. RSB w/ 10mm.

dia. tie

sp. 1-50mm., 3-100mm.,

200mm. rest....

4 - 12mm. dia. RSB B.W.

2-5mm. x 50mm. x 300mm. POST

STRUP

0.15m. x 0.15m. COCO POST

4" CHB WALL

in two layer

2"x6" Coco Lumber

2"x3" Coco Lumber Purlins

Space @0.75 m O.C.

w/ 2 - 2"x2" cleats

GA 26 CORR. ROOFING

2"x6" Wood Rafter

2"x6" Coco Lumber

2 - 2"x6" Coco Lumber


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD - OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

G

11 35




K0262+393 - K0265+141

FIELD OFFICE

11

11

FRONT ELEVATION

SCALE 1:75

LEFT SIDE ELEVATION

SCALE 1:75

DETAILS AND SECTION COLUMN FOOTING

SCALE

1:20

REAR ELEVATION

SCALE

1:75

RIGHT SIDE ELEVATION

SCALE

1:75

RAFTERS AND PURLINS SECTION DETAILS

SCALE

1:50

FLOOR PLAN

SCALE

1:75

FOUNDATION PLAN

SCALE

1:75

ROOF FRAMING PLAN

SCALE

1:75

9.23

9.231

9.75

9.750

10.44

10.439

11.77

11.775

13.60

13.598

15.01

15.007

16.52

16.517

17.48

17.478

17.65

17.651

16.93

16.932

16.96

16.963

15.95

15.951

15.35

15.352

15.61

15.606

16.15

16.151

16.78

16.782

17.26

17.259

16.96

16.960

262+

400

2

6

2

+

5

0

0

262+600

2

6

2

+

7

0

0

5.00

10.00

15.00

STATION262+380 +480 262+580 +680

ELE

VA

TIO

N

+400 262+420 +440 262+460 262+500 +520 262+540 +560 +600 262+620 +640 262+660 262+700 +720

FINISHED GRADE

ELEVATION

NATURAL GROUND

ELEVATION

SUPERELEVATION

WIDENING OF CURVE


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

R

24 35




K0262+393 - K0265+141

PLAN & PROFILE

1

12

STA. 262+380 STA. 262+720

BEG. OF PROJECT

STA. 262+393.00

MATCHLINE

STA. 262+720.00

MATCHLINE

10.00

15.00

20.00

16

.9

61

6.9

60

17

.5

81

7.5

77

16

.2

51

6.2

48

18

.6

41

8.6

38

15

.4

21

5.4

17

14

.8

91

4.8

90

14

.2

61

4.2

64

13

.5

91

3.5

93

13

.2

41

3.2

40

12

.5

51

2.5

53

12

.2

11

2.2

12

12

.6

11

2.6

14

14

.4

11

4.4

06

13

.1

51

3.1

46

11

.6

71

1.6

74

11

.2

21

1.2

20

11

.2

61

1.2

64

10

.5

61

0.5

61

262+

800

262+

900

263+000

10.00

15.00

20.00

STATION262+720 +820 262+920 +020

ELE

VA

TIO

N

+740 262+760 +780 262+800 262+840 +860 262+880 +900 +940 262+960 +980 263+000 263+040 +060

FINISHED GRADE

ELEVATION

NATURAL GROUND

ELEVATION

SUPERELEVATION

WIDENING OF CURVE


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

R

24 35




K0262+393 - K0265+141

PLAN & PROFILE

2

13

STA. 262+720 STA. 263+060

MATCHLINE

STA. 263+060.00

MATCHLINE

STA. 262+720.00

10

.5

61

0.5

61

10

.5

71

0.5

72

9.7

89

.7

82

9.6

49

.6

40

9.3

09

.3

00

8.7

08

.6

96

8.5

08

.5

04

8.3

88

.3

85

8.3

68

.3

63

8.6

48

.6

42

8.3

58

.3

46

8.1

38

.1

34

9.6

39

.6

28

10

.9

11

0.9

06

9.1

89

.1

85

9.0

99

.0

91

7.0

17

.0

13

8.6

28

.6

19

263+100

263+200

263+300

263+400

5.00

10.00

15.00

STATION263+060 +160 263+260 +360

ELE

VA

TIO

N

+080 263+100 +120 263+140 263+180 +200 263+220 +240 +280 263+300 +320 263+340 263+380 +400

FINISHED GRADE

ELEVATION

NATURAL GROUND

ELEVATION

SUPERELEVATION

WIDENING OF CURVE


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

R

24 35




K0262+393 - K0265+141

PLAN & PROFILE

3

14

STA. 263+060 STA. 263+400

MATCHLINE

STA. 263+400.00

MATCHLINE

STA. 263+060.00

8.6

28

.6

19

9.6

89

.6

83

8.1

38

.1

26

8.7

68

.7

59

9.0

09

.0

03

10

.3

91

0.3

94

10

.8

21

0.8

22

10

.3

21

0.3

22

10

.3

41

0.3

43

10

.4

21

0.4

19

10

.8

21

0.8

16

10

.7

31

0.7

29

10

.2

71

0.2

67

10

.4

51

0.4

54

10

.4

01

0.4

03

9.0

69

.0

60

11

.5

41

1.5

40

10

.2

31

0.2

29

263+

400

263+

500

2

6

3

+

6

0

0

263+

700

5.00

10.00

15.00

STATION263+400 +500 263+600 +700

ELE

VA

TIO

N

+420 263+440 +460 263+480 263+520 +540 263+560 +580 +620 263+640 +660 263+680 263+720 +740

FINISHED GRADE

ELEVATION

NATURAL GROUND

ELEVATION

SUPERELEVATION

WIDENING OF CURVE


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

R

24 35




K0262+393 - K0265+141

PLAN & PROFILE

4

15

STA. 263+400 STA. 263+740

MATCHLINE

STA. 263+740.00

MATCHLINE

STA. 263+400.00

10

.2

31

0.2

29

9.5

79

.5

67

9.6

19

.6

11

9.0

49

.0

36

8.8

48

.8

44

9.4

99

.4

90

8.8

88

.8

75

9.0

39

.0

31

9.2

09

.1

99

9.5

79

.5

65

8.5

68

.5

56

9.9

79

.9

69

9.3

99

.3

93

10

.4

61

0.4

57

10

.6

41

0.6

38

10

.8

71

0.8

73

10

.9

91

0.9

95

11

.6

11

1.6

12

263+

800

263+

900

264+

000

5.00

10.00

15.00

STATION263+740 +840 263+940 +040

ELE

VA

TIO

N

+760 263+780 +800 263+820 263+860 +880 263+900 +920 +960 263+980 +000 264+020 264+060 +080

FINISHED GRADE

ELEVATION

NATURAL GROUND

ELEVATION

SUPERELEVATION

WIDENING OF CURVE


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

R

24 35




K0262+393 - K0265+141

PLAN & PROFILE

5

16

STA. 263+740 STA. 264+080

MATCHLINE

STA. 264+080.00

MATCHLINE

STA. 263+740.00

11

.6

11

1.6

12

12

.1

61

2.1

60

11

.5

11

1.5

08

11

.0

01

0.9

98

11

.2

31

1.2

33

11

.1

41

1.1

42

11

.0

21

1.0

23

11

.1

71

1.1

72

11

.0

51

1.0

46

13

.6

81

3.6

81

11

.5

11

1.5

07

11

.0

11

1.0

13

11

.1

31

1.1

25

10

.8

71

0.8

74

10

.3

31

0.3

35

10

.2

51

0.2

49

9.3

09

.2

97

9.0

79

.0

66

264+

100

264+

200

264+

300

264+

400

5.00

10.00

15.00

STATION264+080 +180 264+280 +380

ELE

VA

TIO

N

+100 264+120 +140 264+160 264+200 +220 264+240 +260 +300 264+320 +340 264+360 264+400 +420

FINISHED GRADE

ELEVATION

NATURAL GROUND

ELEVATION

SUPERELEVATION

WIDENING OF CURVE


PREPARED:

OLIVER P. FORNESTE

ENGINEER II


CAD OPERATOR


ENGINEER II

MICHAEL P. ROSARIA


JORGE C. PASIA








CATANAUAN, QUEZON

REGIONAL IV-A

R

24 35




K0262+393 - K0265+141

PLAN & PROFILE

6

17

STA. 264+080 STA. 264+420

MATCHLINE

STA. 264+420.00

MATCHLINE

STA. 264+080.00

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