REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
CY 2020 PROJECT
DETAILED ENGINEERING PLANS FOR
REHABILITATION OF STA. ROSA - CALINGCAMASAN ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
LOCATION: SAN JUAN, LA UNION
STATION LIMITS:
NET LENGTH: 824.00 LM
SUBMITTED:
RECOMMENDED:
ALBERTO B. ESQUEJO, JR.
CHIEF, PLANNING AND DESIGN DIVISION
EMMANUEL W. DIAZ, CESE
OIC-ASSISTANT REGIONAL DIRECTOR
DATE:
DATE:
APPROVED:
RONNEL M. TAN, CESO III
REGIONAL DIRECTOR
DATE:
BALAOI
PASALENG BAY
BURAYOC
PAGUDPUD
PASALENG
TO CAGAYAN
BINDAY
BADUANG
BURAAN
BANGUI
MASINI
BURGOS
REGIONAL MAP of REGION I
DUMALNEG
ADAMS
DAVILA
DIVI
DARISDIS
AGAGA
TUNGEL
DILAVO
PAREDES
AIR STATION
SHOWING NATIONAL ROADS
AND DISTRICT BOUNDARIES
BATO
MT. PAO
LIPAY
KARUSQUIS
ILOCOS NORTE 1st
PASUQUIN
AMIN
ALSEM
MT. AGANMATA
BACARRA
NABUTAS
VINTAR DAM
MT. MASADSADAC
VINTAR
LAOAG
CITY
LA PAZ
CARASI
GABU
SAN NICOLAS
PIDDIG
SARRAT
UBOG
MANGITATAYU
DINGRAS
LUMBAO
PAOAY
BIDDING
BATAC
SOLSONA
MARCOS
PADONG
CURRIMAO
MT. SICAPDO
ILOCOS NORTE 2nd
QUIOM
PORT CURRIMAO
(BANNA) ESPIRITU
QUIOM
PINILI
BALLAAG
BINGAO
STO. TOMAS
BADOC ISLAND
MADUPAYOS
BADOC
NUEVA ERA
NAGREBSAN
NASSADAO
SULAT POINT
SINAIT
BALACBAC
KAPAKAK
DACLABANO
SALAMAGUE 1
CABUGAO
SALAMAGUE
SAN JUAN
LAPOG BAY
ILOCOS SUR 1st
PINGET ISLAND
MAGSINGAL
CASILI
PATONG
STO. DOMINGO
SAN ILDEFONSO
BANTAY
SAN VICENTE
SANTA CATALINA
VIGAN CITY
CAOAYAN
TO ABRA
SANTA
SULVEC PT.
NAGBUKEL
NARVACAN
STA. MARIA
SAN ESTEBAN
BURGOS
SANTIAGO
BAYANGGUI
END OF
PROJECT
LIDLIDDA
DAN-AR
BANAYOYO
SAN EMILIO
CITY
CANDON
GALIMUYOD
SALCEDO
QUIRINO
STA. LUCIA
G. DEL PILAR
QUINIBU
STA. CRUZ
SIGAY
DILI
ILOCOS SUR 2nd
CERVANTES
SUYO
KIMPUSA
DARDARAT
BUTAC
TAGUDIN
CABUGAO
ALILEM
TO BENGUET
BANGAR
SUDIPEN
RIMOS
LUNA
THIS SITE
SUGPON
CASTRO
BALAOAN
SANTOL
LA UNION 1st
BACNOTAN
SAN GABRIEL
SAN JUAN
STO. ROSARIO
SAN FERNANDO PORT
LUBING
NAGYUBUYUBAN
PORO POINT
BAGULIN
SAN FERNANDO CITY
NAGUILIAN
BURGOS
BAUANG
BAGUIO-NAGUILIAN
LA UNION 2nd
CABA
Santiago Island
ARINGAY
BOLINAO
SAN ANTONIO
TUBAO
PUGO
MARCOS HIGHWAY
AGOO
START OF
PROJECT
ANDA
STO. TOMAS
DAMORTIS
Hundred Islands
BANI
RABON
ARTACHO
ESPERANZA
MABILAO
SISON
BOLASI
AGNO
TO BAGUIO
TO BAGUIO
ROSARIO
LABAYUG
NUEVA VISCAYA
ALAMINOS CITY
SAN FABIAN
POZZOROBIO
SAN ROQUE
SAN ROQUE
SAN JACINTO
MABINI
BURGOS
SUAL
MANAOAG
MAPANDAN
BINMALEY CALASIAO
DASOL
STA. BARBARA
SAN CARLOS CITY
STO TOMAS
BASISTA
UMINGAN
BALUNGAO
ROSALES
URBIZTONDO
INFANTA
PANGASINAN 3rd
VILLASIS
MALASIQUI
AGUILAR
NATIVIDAD
TAYUG
ASINGAN
STA MARIA SAN QUINTIN
URDANETA CITY
PANGASINAN SUB
BUGALLON
PANGASINAN 1st
SAN NICOLAS
LAOAC
BINALONAN
MANGALDAN
DAGUPAN CITY
LINGAYEN
LABRADOR
SAN MANUEL
NUEVA ECIJA
ALCALA
PANGASINAN 2nd BAYAMBANG
BAUTISTA
TO TARLAC
MANGATAREM
TO ZAMBALES
TO TARLAC
VICINITY MAP
LOCATION MAP
NOT DRAWN TO SCALE
NOT DRAWN TO SCALE
PROJECT NAME AND LOCATION:
DRAFTED:
SHEET CONTENTS:
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
REVIEWED:
SUBMITTED:
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
DRAFSMAN II
LOCATION MAP
VICINITY MAP
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
C
L
FILLED W/ ASPHALT SEALANT (30-40)
PENETRATION BLOWN ASPHALT
6.10
16mm Ø TIE BAR BY 600 mm.SPACED
AT 600 mm O.C
CARRIAGEWAY
0.70
3.05
3.05
SEE DETAIL "A"
0.50
600
ITEM 311(1)c1 - PORTLAND
CEMENT CONCRETE PAVEMENT
t = 0.23 m.
0.70
0.50
300
300
ITEM 200(1) - AGGREGATE SUB
BASE COURSE t = 0.20 m.
SLOPE 2.0 %
SLOPE 1.5 %
SLOPE 1.5 %
ITEM 105(1)a - SUBGRADE PREPARATION
SLOPE 2.0 %
ON FILL
ITEM 311(1)c1 - PORTLAND CEMENT
CONCRETE PAVEMENT t = 0.23
m.(CARRIAGEWAY)
ITEM 105 - SUB-GRADE PREPARATION
ITEM 311(1)c1 - PORTLAND
CEMENT CONCRETE PAVEMENT
t = 0.23 m. (SHOULDER)
NATURAL GRADE LINE
ITEM 200 - AGGREGATE
SUB BASE COURSE t = 0.20 m.
EXISTING PCCP
DETAIL "A"
CONSTRUCTION/LONGITUDINAL JOINT
ON CARRIAGEWAY
TYPICAL ROADWAY SECTION ON CONSTRUCTION
OF PCCP W/ STONE MASONRY,
1: 15 MTS
SCALE
C
L
NATURAL GRADE LINE
FILLED W/ ASPHALT SEALANT (30-40)
PENETRATION BLOWN ASPHALT
6.10
CARRIAGEWAY
0.70
3.05
3.05
16mm Ø TIE BAR BY 600 mm.SPACED
AT 600 mm O.C
0.70
SEE DETAIL "A"
0.50
600
ITEM 311(1)c1 - PORTLAND CEMENT
CONCRETE PAVEMENT t = 0.23 m.
SLOPE 2.0 %
SLOPE 1.5 %
SLOPE 1.5 %
SLOPE 2.0 %
300
300
ITEM 200(1) - AGGREGATE SUB BASE
COURSE t = 0.20 m.
ITEM 105(1)a - SUBGRADE PREPARATION
ITEM 311(1)c1 - PORTLAND CEMENT
CONCRETE PAVEMENT t = 0.23
m.(CARRIAGEWAY)
ITEM 311(1)c1 - PORTLAND
CEMENT CONCRETE PAVEMENT
t = 0.23 m. (SHOULDER)
ITEM 200 - AGGREGATE
SUB BASE COURSE t = 0.20 m.
EXISTING PCCP
TYPICAL ROADWAY SECTION ON CONSTRUCTION
OF PCCP W/ STONE MASONRY,
DETAIL "B"
CONSTRUCTION/LONGITUDINAL JOINT
BETWEEN CARRIAGEWAY AND
SHOULDER
1: 15 MTS
SCALE
PROJECT NAME AND LOCATION:
SHEET CONTENTS:
DRAFTED:
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
REVIEWED:
SUBMITTED:
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
DRAFSMAN II
TYPICAL ROADWAY SECTION
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
LI = Ld
PI
LEGEND :
W
METHOD OF WIDENING TRANSITION LENGTH
PI - POINT OF INTERSECTION
I - INTERSECTION ANGLE
T - TANGENT DISTANCE
R - CIRCULAR CURVE RADIUS
WIDENING ( W ) OF TWO LANES PAVEMENT ON CURVES
( BASED ON SINGLE - UNIT TRUCK - SU - VEHICLE TYPE )
LENGTH OF FULL WIDENING
1/3
LC - LENGTH OF CIRCULAR CURVE
2/3
E - EXTERNAL DISTANCE
PW
Lc
Lc
o
UT
+L
NO
UT
RU
NO
RU
d
/L
/L
2/3
d+
RU
NO
RU
NO
90
100
1.50
1.50
70
1.35
1.50
80
1.20
1.35
1.50
90
1.05
1.20
1.35
100
1.05
1.20
1.20
125
0.90
1.05
1.05
1.20
150
0.90
0.90
1.05
1.05
1.20
DR - OFFSET OF THE CIRCULAR CURVE
175
0.75
0.90
0.90
1.05
1.05
XM - SHIFT OF THE POINT OF TANGENCY
200
0.75
0.75
0.90
0.90
1.05
TL - LONG TANGENT OF THE TRASITION
225
0.75
0.75
0.90
0.90
0.90
1.05
250
0.60
0.75
0.75
0.90
0.90
1.05
275
0.60
0.75
0.75
0.90
0.90
0.90
300
0.60
0.60
0.75
0.75
0.90
0.90
1.05
350
0.60
0.60
0.75
0.75
0.75
0.90
0.90
400
0.60
0.60
0.60
0.75
0.75
0.75
0.90
0.90
0.60
0.60
0.75
0.75
0.75
0.90
0.90
500
0.60
0.60
0.75
0.75
0.75
0.90
600
0.60
0.60
0.60
0.75
0.75
0.75
0.60
0.60
0.60
0.75
0.75
800
0.60
0.60
0.60
0.75
900
0.60
0.60
0.60
0.75
1000
0.60
0.60
0.60
1500
0.60
0.60
0.60
T
PI
W
E - EXTERNAL DISTANCE BETWEEN MIDDLE OR CURVE AND PI
450
LENGTH OF FULL WIDENING
LC - LENGTH OF CIRCULAR CURVE
L - TOTAL LENGTH
700
PW
AY
D
OA
SC
CS - CIRCULAR TO SPIRAL
W
L/
R
SC - SPIRAL TO CIRCULAR
W - WIDENING
C - CENTERLINE
L
TS
1.0 NO HORIZONTAL CURVE IS REQUIRED WHERE THE
INTERSECTION ANGLE IS LESS THAN ONE DEGREE
( 1° 0` 0" )
Ld
WIDENING WHEN TRANSITION
ARE USED
2000
ST
NOTES :
CL
L/
LI
CS
TS - TANGENT TO SPIRAL
ST - SPIRAL TO TANGENT
NOTES :
2.0 PARAMETER " A " SHALL BE GREATER OR EQUAL
THAN THE THIRD OF THE RADIUS OF THE CONNECTED
CIRCULAR CURVE.
I
PI
80
1.50
T, T, T, - TANGENT LENGTH OF THE CURVE
HORIZONTAL CURVE ( CIRCULAR )
70
1.50
PC
R
60
60
TS - SHORT TANGENT OF THE TRANSITION
I - DEFLECTION ANGLE
Ø - ANGLE OF THE CLOTHOID AT R
O - ANGLE AT THE CENTER OF THE CIRCULAR CURVE
I
50
1.50
UT
WIDENING WHEN TRANSITION IS
NOT USED
Y - ORDINATE OF THE TRASITION END
PT
40
50
RO
UT
A - CLOTHOID PARAMETER
R - RADIUS OF CIRCULAR CURVE
LT - LENGTH OF TRASITION
X - ABSCISSA OF THE TRANSITION END
PC
30
40
AY
W
AD
PT - POINT OF TANGENCY
LC
DESIGN SPEED ( Km / h )
R
Lo
1.50
CL
HORIZONTAL CURVE WITH TRANSITION ( CLOTHOID )
R
Lo
Lo
30
PC - POINT OF CURVATURE
E
1/3
PT
I
PI
WLn
LI or Ld
I=
Ln
HORIZONTAL CURVE ( CIRCULAR )
THE ABOVE IS BASED ON NORMAL PAVEMENT WIDTH ( Pw ) = 6.70 m.
FOR PW = 6.70 m. REDUCED THE ABOVE VALUES BY 0.30 m.
FOR PW = 7.30 m. REDUCED THE ABOVE VALUES BY 0.60 m.
VALUES LESS THAN 0.60 m. MAY BE DISREGARDED.
ON FOUR - LANE UNDIVIDED HIGHWAYS , THE DESIGN VALUE
INDICATED IN THE TABLE SHOULD BE DOUBLED.
WIDENING ON CURVE
3.0 WHEN REQUIRED UNSYMMETRICAL SPIRAL OR COMPOUND
CURVE MAY BE ADOPTED.
CIRCULAR CURVE.
NOT
TO
SCALE
LEGEND :
Lo / Li = SUPERELEVATION RUNOFF / TRANSITION LENGTH OF WIDENING
( INCREASING SECTION )
Lo / Ld = SUPERELEVATION RUNOFF / TRANSITION LENGTH OF WIDENING
( DECREASING SECTION )
W = WIDENING FOR TWO LANE PAVEMENT
Pw = NORMAL PAVEMENT WIDTH
T2
I
PI
E
T
O
TC
MO
X
ST
Y
PVC
O
CS
Ø
VC / 2
LT
LC
R
X
X
SC
Y=
ST
TS
A
XM
A
XM
MO =
( g2 - g1 )x 2
LVC
LVC - LENGTH OF VERTICAL CURVE
g , g - GRADIENT IN PERCENT
1
2
MO - MIDDLE ORDINATE
( UNSYMMETRICAL FORM )
TO
PROJECT NAME AND LOCATION:
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
MO =
PVT - POINT OF VERTICAL TANGENT
HORIZONTAL CURVE WITH TRANSITION ( CURVE )
NOT
FORMULA :
PVC - POINT OF VERTICAL CURVE
DR
( SYMMETRICAL FORM )
UNSYMMETRICAL
DEFINITION :
PVI - POINT OF VERTICAL INTERSECTION
VC ( g2 - g1 )
8
TS
DR
L2
LVC
FORMULA :
Ø
A
Ø
L1
VC / 2
SYMMETRICAL
TL
R
LT
TL
LT
Ø
PVC
LVC
O
O
R
+g
PVT
CS
R
SC
1
- g2
+ g1
TI
TS Ø
Y =
1
MO ( X1 ) 2
2
L1
Y =
2
MO ( X2 ) 2
2
L2
X, X , X -DISTANCE FROM PVC / PVT / OR TO ANY
1 2
POINT OF CURVE
NOTES :
Y, Y , Y - VERTICAL OFFSET WITH RESPECT
1 2
TO DISTANCE X
NO VERTICAL CURVE IS REQUIRED IF THE ALGEBRAIC
DIFFERENCE IS LESS THAN 0.5 %.
NOT
DRAFTED:
REVIEWED:
SUBMITTED:
TO
SCALE
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
GEOMETRIC DESIGN STANDARD
(HORIZONTAL AND VERTICAL)
GEOMETRIC DESIGN STANDARD
(SUPER ELEVATION AND
PAVEMENT WIDENING
L1 L2 ( g2 - g1 )
2VC
VERTICAL PARABOLIC CURVE
SCALE
SHEET CONTENTS:
PVT
MO
Y
Ø
TS
TC
Y2
- g2
YI
PVI
LC
X2
PVI
XI
TC
Y
DRAFSMAN II
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
2
e max.
3
AXIS OF ROTATION
SUPERELEVATION RUNOFF ( Lo2 )
2 / 3 Lo 1
1 / 3 Lo 1
RIGHT EDGE OF
PAVEMENT
3
e = 2.0%
SUPERELEVATION RUNOFF ( Lo1 )
RIGHT EDGE OF
PAVEMENT
30%
1
AS = 0.30 %
2 / 3 Lo 2
AS >- 0.3
0%
e1 max.
NORMAL CROSSFALL
1
LEFT EDGE OF
PAVEMENT
3
e1 max.
30%
AS >- 0.
1
2000
RIGHT EDGE OF
PAVEMENT
0
AS < 0.30%
3
30%
AS >- 0.
e = 2.0 %
12
e2 max.
AXIS OF ROTATION
ROADWAY LC
3
0
10
GN ,
SI
DE EED
SP H
KP
MINIMUM TANGENT BETWEEN CURVES
2 / 3 ( Lo 1min. + Lo min.
)
2
R1
1000
e = 2.0 %
LEFT EDGE OF
PAVEMENT
e2 max.
NOTES :
800
%
.30
= 0 1
AS
= 0
.30
1
%
PT
1. FOR EFFECTIVE DRAINAGE , S HAS BE - 0.30 % BETWEEN e + 2.0 % AND - 2.0 %.
2. WHERE S 0.30 % , A SPECIAL METHOD OF SUPERELEVATION TRANSITION HAS TO
BE USED AS INDICATED.
3. ROUNDING OFF IS ONLY NECESSARY IF S 0.60 %
RADII FOR ROUNDING
80
600
PC
R2
70
CASE 2
60
50
80 kph
1000 m.
80 kph
2000 m.
200
x.
ma
e
1 max
.
e2
ROADWAY C
L
50 kph
500 m.
4. A " BROKEN RACK " SHOULD BE A VOIDED IF THIS IS IMPOSSIBLE , SUPERELEVATION TRANSITION
MUST BE ATTAINED USING CASE 4 , IF LENGTH OF STRAIGTH IS - ( 40 + 20e ),. WHERE THE
THE LENGTH OF THE STRAIGTH IS ( 40 + 20e) , NORMAL SUPERELEVATION TRANSITION CASE 1
SHOULD BE USED.
5. WHERE REQUIRED SUPERELEVATION RUNOFF LENGTH CANNOT BE ACCOMODATED ,
REQUIRED RUNOFF SHALL BE DISTRIBUTED WITHIN THE CURVE.
6. SUPERELEVATION DIMENSIONS SHOWN IN THE PLAN AND SHEET PROFILE ARE BASED
ON VARYING LANE WIDTH DUE TO WIDENING.
7. SUPERELEVATION RATE CAN BE TAKEN FROM SUPERELEVATION CHART.
8. SUPERELEVATION IS ATTAINED BY RESOLVING THE PAVEMENT ABOUT THE ROAD CENTERLINE.
300
TRANSITION : CIRCULAR CURVE - MINIMUM STRAIGHT CIRCULAR CURVE
V
R
500
AS
400
e1 max.
3
ROADWAY C
L
2
AS < 0.30%
e1 max.
R2
1 / 3 Lo 2
L2
2
PC
3000
x.
ma
0%
e1
max
.
e2
2 / 3 Lo 2
L1
( 40 + 20 e )
LEFT EDGE OF
PAVEMENT
CASE 4
TRANSITION : CIRCULAR CURVE - STRAIGHT - CIRCULAR CURVE
SUPERELEVATION RUNOFF ( Lo2 )
2 / 3 Lo 1
e2 max.
AS >- 0.3
0%
R1
R
SUPERELEVATION RUNOFF ( Lo1 )
AXIS OF ROTATION
PT
CASE 1
TRANSITION : STRAIGHT - CIRCULAR CURVE
LEFT EDGE OF
PAVEMENT
e2 max.
ROADWAY CL
3
<MAXIMUM TANGENT
RIGHT EDGE OF
PAVEMENT
1
e = NORMAL CROSSFALL
LEFT EDGE OF
PAVEMENT
3 e max.
PT
PC
1 / 3 Lo 2
30%
AS >- 0.
3
ROADWAY C
L
AS > 0.
- 30%
RIGHT EDGE OF
PAVEMENT
ax.
em
1 / 3 Lo 2
AS >- 0.
AS > 0.
- 30%
%
%
2 / 3 Lo 2
AS = 0.30 %
3
ROADWAY LC
SUPERELEVATION RUNOFF ( Lo2 )
L1
1 / 3 Lo 1
2.0
2.0
%
NC
ax.
em
ax.
em
20
0%
NC NC
TANGENT
RUNOUT
ROADWAY C
L
3
AS > 0.
- 30%
e 1 max.
3
30%
AS >- 0.
RIGHT EDGE OF
PAVEMENT
e2 max.
AXIS OF ROTATION
ROADWAY C
L
e 1 max.
3
3
30
LEFT EDGE OF
PAVEMENT
e2 max.
70 80
RIGHT EDGE OF
PAVEMENT
100
LEFT EDGE OF
PAVEMENT
SUPERELEVATION RUNOFF ( Lo2 )
60
PT
PC
SUPERELEVATIONRATE,
SE %
SCALE
SUPERELEVATION CHART
PROJECT NAME AND LOCATION:
SHEET CONTENTS:
DRAFTED:
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
40
0.70
S
50
0.65
60
0.60
70
0.55
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
80
0.50
90
0.45
100
0.40
REVIEWED:
METHODS OF APPLYING SUPERELEVATION
NOT
SUBMITTED:
TO
SCALE
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
30
0.75
2.5
25
3.0
4.0
5.0
6.0
7.0
8.0
SUPERELEVATION OF CIRCULAR CURVE
TO
VALUE OF
DESIGN SPEED ( km / h )
MAXIMUM
S %
30
CASE 3
TRANSITION : CIRCULAR CURVE - CIRCULAR CURVE
NOT
S - SLOPE AT EDGE OF PAVEMENT IN % , INDEPENDENT OF DESIGN GRADIENT
Lo - LENGTH OF SUPERELEVATION RUNOFF
L1 , L 2 - LENGTH BETWEEN SUPERELEVATION , 0 % AND 2 %
NC - NORMAL CROSSFALL
e - SUPERELEVATION
V - DESIGN SPEED
R , R 1, R 2 - CURVE RADIUS
C
L - CENTERLINE
40
R2
LEGENDS :
PC - POINT OF CURVATURE
PT - POINT OF TANGENCY
50
R1
RADIOUS
OF
CURVE,
METERS
40
SUPERELEVATION RUNOFF ( Lo1 )
DRAFSMAN II
GEOMETRIC DESIGN STANDARD
(SUPER ELEVATION DETAIL)
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
BTC
BCC
LK
L1
ECC
ETC
LK
L1
L1
BCC
ECC
BCC
BCC
ECC
ECC
L1
1/2 L1
1/2 L1
INNER EDGE
INNER EDGE
OUTER EDGE
GE
R ED
OUTE
s
Wc
s
Wc
OUT
l
ER E
DGE
WcL
l
CENTERLINE
WNc
Wc
INNE
WcL
2
1
R1 3 R2L3R2L
LENGTH & SUPERELEVATION OF TRANSITION CURVES
( CLOTHOID CURVES )
R1
TAN RUNOUT
CROWN
BCC
L2
LENGTH OF RUNOFF = R 2
L1
(M)
30
S
Wcs
1
2
2
1
3R2L3 R2L 3 R2S 3R2S
ECC
NOT
TO
50
0.65
60
0.60
70
0.55
80
0.50
2
3 R2
R1
R1
1
3R2S
1
3 R2S
2
3 R2
R1
LENGTH & SUPERELEVATION OF SIMPLE CURVE
NOT
SCALE
TO
FULL SUPERELEVATION
R1
TAN RUNOUT
LENGTH OF RUNOFF = R 2
NORMAL
CROWN
LENGTH OF
NORMAL TAN RUNOFF FULL SUPERELEVATION
CROWN RUNOUT
LENGTH OF RUNOFF
LENGTH OF
RUNOFF TAN
FULL SUPERELEVATION
SCALE
LENGTH OF RUNOFF
NORMAL
NORMAL
RUNOUT CROWN
TAN
FULL SUPERELEVATION
NORMAL
RUNOUT CROWN
CENTERLINE - PROFILE CONTROL
CENTERLINE - PROFILE CONTROL
LEGEND :
DIAGRAMMATIC PROFILE : PAVEMENT REVOLVED ABOUT CENTERLINE
NOT
LENGTH OF RUNOFF
TAN
CROWN RUNOUT
TO
L K - LENGTH OF CLOTHOID
L 2 - LENGTH OF CLOTHOID ( FOR AASHTO )
W - LANE WIDTH
S - REQUIRED DESIGN SLOPE OF PAVEMENT
SCALE
0.67 - 0.75
0.66
WNc
S
Wc
ETC
L2
S
(%)
40
Wc
OUTER EDGE
1
2
3 R2S 3 R 2S
LENGTH & SUPERELEVATION OF REVERSE CURVES
CENTERLINE - PROFILE CONTROL
DESIGN
SPEED
( km / h )
1
1
SCALE
TO
BTC
S
1
OUTER EDGE
L1
NOT
WNc
Wc
1
INNER EDGE
1 / 2 WNc
L1
NORMAL
Wcs
GE
R ED
GE
1 / 2 WNc
WcL
s
Wc
Wc
S
WNc
l
s
INNE
R ED
Wcs
WNc
WNc
l
Wcs
WcL
c - FULL SUPERELEVATION SLOPE
Nc - NORMAL CROWN SLOPE
A - CLOTHOID PARAMETER
R - RADIUS OF CIRCULAR CURVE
L1= WNc
S
R1
WNc
S
,
R2
Wc
S
BTC - BEGINNING OF TRANSITION CURVE
BCC - BEGINNING OF CIRCULAR CURVE
ECC - END OF CIRCULAR CURVE
S AND L , ( INTERPOLATED ON AASHTO )
V = 30 kph
ETC - END OF TRANSITION CURVE
L 2= R1 + R 2 =
W
S
( Nc + c )
LK= L 1 + L 2 =
W
S
( 2Nc + c )
2
FOR DESIGN , ROUND OFF " A " IN A = RL KTHEN
RECOMPUTE L K
NOTE :
30
40
50
100
200
500
1000
R = RADIUS OF CURVE ( meters )
h
PER AASHTO POLICY L1 AT BEGINNING AND END
ARE NOT CONSIDERED.
=
80
kp
0.060
V
e = SUPERELEVATION RATE
0.080
V
=
70
h
ph
0k
h
kp
=6
50
V=
kp
V
0.040
V=
40 k
THUS , L K = L 2
ph
V=
h
30 kp
SHOULDER
0.020
3
TRAVEL WAY
3
TRAVEL WAY
0.000
0
5
10
15
20
25
30
35
SLOPE 3.0 %
40
3
TRAVEL WAY
1.5 % Nc
1.5 % Nc
1.5 % Nc
3
TRAVEL WAY
1.5 % Nc
SHOULDER
SLOPE 3.0 %
D = DEGREE OF CURVE
Nc = NORMAL CROWN SLOPE
PROFILE GRADE & AXIS OF ROTATION
FOR ATTAINING SUPERELEVATION
Rc = REMOVE ADVERSE CROWN , SUPERELEVATE
R=
1145.916
D
e max = 0.10
DESIGN SUPERELEVATION RATES
NOT
TO
PROJECT NAME AND LOCATION:
ROADWAY TANGENT SECTION
SCALE
SHEET CONTENTS:
SCALE
DRAFTED:
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
SUBMITTED:
MTS.
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
REVIEWED:
1 : 80
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
DRAFSMAN II
GEOMETRIC DESIGN STANDARD
(SUPER ELEVATION DETAIL)
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
1500
"T"
C
B
WIDTH AS SHOWN ON PLANS
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 BUTT
JOINTS WITH DOWELS.
PLAIN DOWEL BARS
(SEE DETAILS)
SPACING. (S1 AND S2) VARIES DEPENDING ON THE DISTANCE
OF PAVEMENT TO CLOSET FREE EDGE.
LINE SHOWING TRANSVERSE
CONSTRUCTION JOINT AT LOCATION
OF WEAKENED PLAIN JOINT
A
BEG. OF FLARING
MINIMUM
400
4500
EDGE OF EXISTING CONCRETE PAVEMENT
12MM.Ø X 600MM. @ 600MM O.C. TIE BARS
FLARING OF NEW CONC. PAVEMENT
25
S
S
S
400 400
S
S
S
S
S
400 400
S
S
D
E
EXISTING CONCRETE PAVEMENT
T/3
S
EXISTING CONCRETE PAVEMENT
600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600
T/3
S
11
400 400
LANE SHOWING TRANSVERSE CONSTRUCTION
JOINT AT MIDDLE THIRD OF NORMAL JOINT INTERVAL
11
T/3
TRANSVERSE CONSTRUCTION JOINT WITHIN
THE MIDDLE THIRD OF THE SLAB
VARIABLE
METAL SIDE FORM (KEYED JOINT)
DETAIL OF SIDE FORMS
SCALE:
90 M. ANCHOR AT EVERY ADJACENT EXISTING STRUCTURES
1:20 MTS
25
FORMED GROOVE WITH KEYWAYS
FILL WITH POURED JOINT FILLER
75
25
SLIDING
12MM. Ø X 600MM @ 600MM
O.C. TIE BARS
12
T
FIXED
FORMED GROOVE WITH KEY WAYS
FILL WITH HOT POURED JOINT FILLER
METAL DOWEL CAP GAUGE NO.18 TO
PLACED ON EACH DOWEL BAR
ON ALTERNATE END (SEE DETAIL "F")
25MM PRE-MOLDED
EXPANSION FILLER
T
T/3 T/3
FIRST SLAB
300
C
DETAIL "A"
(LONGITUDINAL CONSTRUCTION JOINT)
SCALE:
SCALE:
300
WHERE:
Te = THICKNESS OF EXISTING PAVEMENT
Tn = THICKNESS OF NEW PAVEMENT
METAL DOWEL CAP GAUGE NO.18 TO
PLACED ON EACH DOWEL BAR
ON ALTERNATE END
T
SCALE:
TABLE FOR SPACING OF TIE BARS(L=600mm)
SLAB THICKNESS
(mm)
230
240
250
260
270
280
290
300
310
320
330
340
FORMED GROOVE FILLED WITH
POURED JOINT FILLER
12
T
T/4
FIRST SLAB
300
300
600
D
DETAIL "D"
(BUTT TRANSVERSE CONSTRUCTION JOINTS)
SCALE:
SPACING, S1 (mm)
12mm Ø
16mm Ø
600
750
600
750
600
750
500
750
500
750
500
750
500
750
500
750
400
750
400
750
400
750
400
750
PROJECT NAME AND LOCATION:
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
TABLE FOR SPACING OF PLAIN DOWEL
BARS(L=600mm)
3.
DIAMETER, D
SPACING, S1
(mm)
(mm)
28
30
32
32
34
38
6.
7.
8.
NOTE:
DIAMETER AND SPACING OF PLAIN DOWEL BARS MAY BE
MODIFIED AS LONG AS THE EQUIVALENT STEEL AREA
IS SUSTAINED.
SCALE:
9.
10.
11.
12.
13.
MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE "DPWH STANDARD SPECIFICATIONS
FOR HIGHWAYS, BRIDGES AND AIRPORTS, 2013".
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. NO
CONSTRUCTION JOINT SHALL BE PLACED WITHIN 1.50 M. FROM THE WEAKENED PLANE JOINT.
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.
TIE BARS SHOULD BE DEFORMED STEEL BARS, ALL DOWEL BARS SHALL BE SMOOTH ROUND
STEEL BARS FREE FROM RUST AND OTHER DEFECTS WHICH MIGHT RESTRICT THEIR MOVEMENT.
TYPE OF WEAKENED PLANE JOINT TO BE USED SHALL BE AS SPECIFIED IN THE PLANS AND ONLY
ONE TYPE SHALL BE USED FOR THE WHOLE PROJECT.
MATERIAL FOR THE METAL SIDE FORM SHALL BE BRAND NEW SHEET METAL GAUGE NO. 18 OF
BLACK IRON FREE FROM RUST AND LINKS.
AT LEAST SIX (6) SUCCESSIVE DOWELED BUTT JOINTS AT NORMAL JOINT SPACING SHALL BE
PROVIDED BEFORE OR AFTER AN EXPANSION JOINT.
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.
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.
ALL TRANSVERSE JOINTS, EXCEPT CONSTRUCTION JOINT SHALL BE CONTINUOUS FORM EDGE TO
EDGE
ALL LONGITUDINAL JOINTS SHALL MEET AT INTERSECTIONS WITH NO GAPS OR OFFSET.
ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.
AVOID STOPPAGE OF FORM WORKS ALONG CURVES.
CONSTRUCT EXPANSION JOINT AT EVERY 60 METERS ANCHOR AT EVERY ADJACENT EXISTING
STRUCTURES.
AS SHOWN
DRAFTED:
SHEET CONTENTS:
4.
5.
300
300
300
300
300
300
STANDARD PORTLAND CEMENT CONCRETE PAVEMENT JOINTS
REVIEWED:
SUBMITTED:
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
1.
BASED ON AASHTO GUIDE FOR DESIGN OF PAVEMENT STRUCTURES 1993.
1:20 MTS
1:20 MTS
GENERAL NOTES:
1:20 MTS
SLAB THICKNESS
(mm)
230
240
250
260
270
280
CONSTRUCTION JOINT TO USED FOR
FLARING EXISTING CONCRETE PAVEMENT
SCALE:
2.
5
PLAIN DOWEL BAR ( SEE TABLE)
ONE HALF OF LENGTH SHALL BE
PAINTED WITH APPROVED RED
LEAD AND THEN GREASED.
E
D+1.56
T/4
5
DETAIL "E"
DETAIL "F"
ON METAL DOWEL CAP
1:20 MTS
Te/2
16MMØ DRILLED HOLES FILLED
WITH EPOXY RESIN
1:20 MTS
PLAIN DOWEL BAR
DETAIL "B"
B (WEAKENED PLANE JOINT OR CONTRACTION JOINT)
SCALE:
NEW PAVEMENT
EXISTING CONCRETE PAVEMENT
SAWED GROOVE WITH POURED JOINT FILLER
(@4.5M. INTERVAL OR AS DIRECTED BY THE ENGINEER
6
300
600
75
1:20 MTS
T
SEE DETAIL "F"
ON METAL CAP
DETAIL "C"
(EXPANSION JOINT)
300
600
A
HALF OF THE BAR ON THE SIDE OF THE
METAL DOWEL CAP SHALL BE PAINTED
W/ RED LEAD AND THEN GREASED
T/3
T/4
25
5
DEFORMED TIE BAR
1:100 MTS
PLAIN DOWEL BAR
1:100 MTS
12
SCALE:
30-50 PENETRATION ASPHALT SEAL OR COLD APPLIED
LIQUID RUBBER BASE SEALING COMPOUND
TYPICAL PLAN OF A TWO- LANE UNDOWELED PAVEMENT
SCALE:
P L A N
FLARING OF EXISTING CONCRETE PAVEMENT
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
STANDARD PORTLAND
CEMENT CONCRETE
PAVEMENT JOINTS
(PLAIN)
DRAFSMAN II
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
4500
1500
MINIMUM
DOWELED BARS
"T"
LINE SHOWING TRANSVERSE
CONSTRUCTION JOINT AT LOCATION
OF WEAKENED PLAIN JOINT
LANE SHOWING TRANSVERSE CONSTRUCTION
JOINT AT MIDDLE THIRD OF NORMAL JOINT INTERVAL
S
S
S
S
S
S
(TIE BARS)
DOWEL BARS
D
SPACING OF DOWEL BARS
(DIAMETER=36mm / LENGTH=600mm)
T/3
400 400
400 400
400 400
SAWED GROOVE TYPE
90 M. ANCHOR AT EVERY ADJACENT EXISTING STRUCTURES
SCALE:
SCALE:
1:100 MTS
25
1:20 MTS
6 mm RADIUS
PREMOLDED JT. FILLER
(mm)
300
290
PREMOLDED STRIP TYPE
DETAIL "M"
ON WEAKENED GROOVE
METAL SIDE FORM (KEYED JOINT)
DETAIL OF SIDE FORMS
TYPICAL PLAN OF A TWO- LANE DOWELED PAVEMENT
DEFORMED TIE BAR
POURED ASPHALT
SEAL 30 TO 50 PENETRATION
SPACING, S
SLAB DEPTH, T
(mm)
280
11
DOWEL BARS
25
T/4
S
6
S
T/4
S
(TIE BARS)
6
5
S
DOWELED BARS
S
5
300
300
)
C
T/3
LONGITUDINAL
JOINT
BAR SUPPORT
280
290
300
310
320
330
340
ALL TRANSVERSE CONSTRUCTION JOINTS SHOULD BE BUTT
JOINTS WITH DOWELS.
SPACING FOR
SPACING FOR
SPACING FOR
SPACING FOR
36mmØ DOWEL BAR 32mmØ DOWEL BAR 28mmØ DOWEL BAR 25mmØ DOWEL BAR
(mm)
(mm)
(mm)
(mm)
300
250
190
150
290
230
170
140
270
210
160
130
250
200
150
120
230
190
140
110
220
180
130
110
200
170
130
100
T/3
A
SLAB DEPTH,(T)
(mm)
11
B
TABLE FOR SPACING OF PLAIN DOWEL BARS (L=600mm)
NOTE:
TRANSVERSE CONSTRUCTION JOINT SHALL BE PROVIDED AT
THE END OF ANY RUN WHERE LAYING OF CONCRETE HAS BEEN STOPPED
FOR THIRTY (30) MINUTES OR LONGER.
DOWELED BARS
(SEE DETAILS)
SCALE:
1:20 MTS
295
300
274
310
255
320
238
330
223
340
209
30-50 PENETRATION ASPHALT SEAL OR COLD APPLIED
LIQUID RUBBER BASE SEALING COMPOUND
25
25
METAL DOWEL CAP WITH INSIDE DIAMETER SAME AS
DOWEL BAR DIAMETER + 1.56mm TO BE PLACED ON
EACH DOWEL BAR ON ALTERNATE END (SEE DETAIL "F")
SLIDING
DETAIL "A"
(LONGITUDINAL CONSTRUCTION JOINT)
SCALE:
1:20 MTS
C
600
300
0.200
150
SCALE:
D+1.56
SCALE:
1.
2.
3.
4.
KEEP EXISTING TIE BARS
T
300
EXISTING
CONCRETE PAVEMENT
5.
T
T/3 T/3
6
T/4
5
T/3
1:20 MTS
6.
7.
300
8.
NEW PAVEMENT
600
FIRST SLAB
CONSTRUCTION JOINT
300
( TO BE USED FOR WIDENING
EXISTING CONCRETE PAVEMENT)
600
D
DETAIL "D"
(BUTT TRANSVERSE CONSTRUCTION
OR CONTACT JOINTS)
SCALE:
SCALE:
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
10.
11.
12.
13.
STANDARD PORTLAND CEMENT CONCRETE PAVEMENT JOINTS
SCALE:
1:20 MTS
PROJECT NAME AND LOCATION:
9.
1:20 MTS
AS SHOWN
DRAFTED:
SHEET CONTENTS:
1:20 MTS
REVIEWED:
MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE "DPWH STANDARD SPECIFICATIONS
FOR HIGHWAYS, BRIDGES AND AIRPORTS, 2013".
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. NO
CONSTRUCTION JOINT SHALL BE PLACED WITHIN 1.50 M. FROM THE WEAKENED PLANE JOINT.
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.
TIE BARS SHOULD BE DEFORMED STEEL BARS, ALL DOWEL BARS SHALL BE SMOOTH ROUND
STEEL BARS FREE FROM RUST AND OTHER DEFECTS (REFER TO CLAUSE 3, 1, 3, AND 12 THE
STANDARD SPECIFICATION FOR ROADS AND BRIDGES 1995)
TYPE OF WEAKENED PLANE JOINT TO BE USED SHALL BE AS SPECIFIED IN THE PLANS AND ONLY
ONE TYPE SHALL BE USED FOR THE WHOLE PROJECT.
MATERIAL FOR THE METAL SIDE FORM SHALL BE BRAND NEW SHEET METAL GAUGE NO. 18 OF
BLACK IRON FREE FROM RUST AND LINKS.
AT LEAST SIX (6) SUCCESSIVE DOWELED BUTT JOINTS AT NORMAL JOINT SPACING SHALL BE
PROVIDED BEFORE OR AFTER AN EXPANSION JOINT.
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.
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.
ALL TRANSVERSE JOINTS, EXCEPT CONSTRUCTION JOINT SHALL BE CONTINUOUS FORM EDGE TO
EDGE
ALL LONGITUDINAL JOINTS SHALL MEET AT INTERSECTIONS WITH NO GAPS OR OFFSET.
ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.
AVOID STOPPAGE OF FORM WORKS ALONG CURVES.
CONSTRUCT EXPANSION JOINT AT EVERY 60 METERS ANCHOR AT EVERY ADJACENT EXISTING
STRUCTURES.
SUBMITTED:
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
16MMØ DRILLED HOLES FILLED
WITH EPOXY RESIN/ HARDER GROUT
GENERAL NOTES:
1:20 MTS
CONST. JOINT TO BE
MOPPED W/ ASPHALT
STEEL BASKET FOR SETTING DOWELS
300
NEW PAVEMENT
CONSTRUCTION JOINT
DETAIL "F"
ON METAL DOWEL CAP
DETAIL "B"
CONTRACTION JOINT
DOWEL BARS (PLAIN BARS) PAINTED
WITH RED LEAD THEN GREASED.
300
WHERE:
Te = THICKNESS OF EXISTING PAVEMENT
Tn = THICKNESS OF NEW PAVEMENT
SCALE:
DOWEL BARS (PLAIN BAR)
RED LEAD AND GREASED
OR BITUMEN COATED
SCALE:
300
( TO BE USED FOR WIDENING
EXISTING CONCRETE PAVEMENT)
T=SLAB DEPTH
T
T
T/4
B
PLAIN DOWEL BAR
SAWED CUT DEPTH =T/4
20
600
METAL DOWEL CAP GAUGE NO.18 TO
PLACED ON EACH DOWEL BAR
ON ALTERNATE END
75
12mmØ CHAIR (BASKET)
FOR EVERY DOWEL BARS
12mmØ PLAIN L= 300mm
FOR EVERY OTHER DOWEL BARS
1:20 MTS
50
SEE DETAIL "M" ON
WEAKENED GROOVE
EXISTING CONCRETE PAVEMENT
DETAIL "C"
(DOWELED EXPANSION JOINT)
300
150
SEE DETAIL "F"
ON METAL CAP
n
HALF OF THE BAR ON THE SIDE OF THE
METAL DOWEL CAP SHALL BE PAINTED
W/ RED LEAD AND THEN GREASED
25
25MM PRE-MOLDED
EXPANSION FILLER
(TO BE USED FOR ONE LANE CONSTRUCTION)
50
Te/2
300
600
A
TIE BARS
T
FIXED
SEE NOTE ABOVE
n
300
75
T
T/3 T/3
T/3
PLAIN DOWEL BAR
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
STANDARD PORTLAND
CEMENT CONCRETE
PAVEMENT JOINTS
(DOWELED)
DRAFSMAN II
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
3mm
9mm
TOP OF PIPE TO BE
MARKED "TOP"
9mm
3mm
PAY LENGTH
E
C
B
I.D. SIZE OF PIPE
I.D
.
I.D
.
I.D
.
P
O.D.
A
B
I.D.=SIZE OF PIPE
P
32 mm
A
32mm
3mm
C
E
W
W
W
B
ONE LINE OF CIRCULAR
REINFORCEMENT
3mm
3mm
TONGUE END
TWO LINES OF CIRCULAR
REINFORCEMENT
B SECTION
9mm
3mm
C
P
ONE LINE OF ELLIPTICAL
REINFORCEMENT
3mm
3mm
TWO LINES OF CIRCULAR
REINFORCEMENT
9mm
32 mm
ONE LINE OF CIRCULAR
REINFORCEMENT
GROOVE END
D DETAIL OF R.C.P. ENDS
C SECTION
5
A LONGITUDINAL SECTION
CONCRETE COLLAR
c
1
DEPTH
(mm)
MINIMUM REINFORCEMENT
2
cm
/m OF PIPE
WALL
THICKNESS
(mm)
CIRCULAR
ELLIPTICAL
REINFORCEMENT REINFORCEMENT
TONGUE
(mm)
GROOVE
(mm)
DEPTH
(mm)
W
A
B
C
E
P
MINIMUM REINFORCEMENT
2
cm
/m OF PIPE
0.00025mCRACK
CIRCULAR
ELLIPTICAL
REINFORCEMENT REINFORCEMENT
LOAD
I.D.
I.D.
W
A
B
C
E
P
12
300
57
344
363
351
370
44
1 LINE 1.48
51
495
514
502
521
44
1 LINE 1.69
15
380
57
344
363
351
370
44
1 LINE 1.90
51
495
514
502
521
44
1 LINE 2.33
WALL
THICKNESS
(mm)
THREE-EDGE-BEARING
METHOD
TONGUE
(mm)
GROOVE
(mm)
ULTIMATE
LOAD
W
A
B
C
E
3.355
5.218
-
-
-
-
-
3.914
6.060
-
-
-
-
-
4.473
6.709
-
-
-
-
-
DEPTH
(mm)
P
t
STRENGTH TEST REQUIREMENTS
2
kg/m OF PIPE
MINIMUM REINFORCEMENT
2
cm
/m OF PIPE
THREE-EDGE-BEARING
METHOD
CIRCULAR
ELLIPTICAL
0.00025mCRACK
REINFORCEMENT REINFORCEMENT
LOAD
LOAD
ULTIMATE
460
64
508
527
514
534
44
1 LINE 2.54
1 LINE 2.12
51
495
514
502
521
44
1 LINE 2.96
24
610
76
673
692
680
699
44
1 LINE 3.60
1 LINE 2.75
64
660
680
667
686
44
1 LINE 4.23
1 LINE 3.60
4.473
7.454
76
673
692
680
699
44
1 LINE 5.50
1 LINE 4.23
5.964
8.945
30
760
89
858
857
845
864
51
1 LINE 4.66
1 LINE 3.60
76
825
845
832
851
51
1 LINE 5.92
1 LINE 4.44
5.032
8.573
89
838
857
845
864
51
1 LINE 6.56
1 LINE 5.08
7.454
11.182
910
102
1003
1022
1010
1029
64
1 LINE 3.81
86
988
1007
994
1013
64
2 LINES EACH
4.66
1 LINE 4.66
6.038
9.840
102
1003
1022
1010
1029
64
2 LINES EACH
5.92
1 LINE 5.92
8.945
13.418
42
1070
114
1168
1187
1175
1194
64
2 LINES EACH
4.44
1 LINE 4.44
95
1150
1165
1156
1175
64
2 LINES EACH
5.29
1 LINE 5.29
7.045
10.958
114
1168
1187
1175
1194
64
2 LINES EACH
6.98
1 LINE 6.98
10.436
15.655
48
1220
127
1334
1353
1340
1359
64
2 LINES EACH
5.29
1 LINE 5.29
108
1315
1334
1321
1340
64
2 LINES EACH
6.56
1 LINE 6.56
8.051
11.927
127
1334
1353
1340
1359
64
2 LINES EACH
8.04
1 LINE 8.04
11.927
17.891
64
2 LINES EACH
6.98
64
2 LINES EACH
8.68
64
2 LINES EACH
10.58
152
1664
1683
1670
1690
1 LINE 6.98
127
1639
1658
1645
1664
1 LINE 8.68
8.945
14.909
152
1664
1683
1670
1690
THE DISTANCE FROM CENTERLINE OF THE REINFORCEMENT TO THE NEAREST SURFACE OF THE CONCRETE HAS BEEN ASSUMED AS 32mm FOR PIPES WITH A SHELL THICKNESS OF 64mm OR MORE.
t
c
t
c
I.D.
t
c
36
2 LINES EACH
3.81
1520
GRAVEL BEDDING
E DETAIL OF R.C.P. JOINT
18
60
c
GROOVE
(mm)
2
CONCRETE 317 kg/cm
(4,500 lb/in )
kg/m OF PIPE
I.D.
TONGUE
(mm)
STRENGTH TEST REQUIREMENTS
2
t
WALL
THICKNESS
(mm)
CONCRETE 317 kg/cm2 (4,500 lb/in )
1 LINE 10.58
13.418
22.364
NOTE : THIS DRAWING WAS COPIED FROM THE
PREVIOUSLY APPROVED CARMONA TERNATE - NASUGBU - LOOC PROJECT.
MACHINE
MADE
610
64
90
130
760
76
102
130
HAND
MADE
910
86
114
150
1220
110
-
150
1520
127
-
150
c
t
TEST LOADS FOR SAND-BEARING TEST SHALL BE ONE AND ONE - HALF TIMES THOSE SPECIFIED IN THIS TABLE FOR THE THREE - EDGE BEARING TEST.
c
I.D.
t
SIZE OF
PIPE
(in)
(mm)
2
100
CONCRETE 247 kg/cm2 (3,500 lb/in )
EXTRA STRENGTH REINFORCED CONCRETE PIPE CULVERTS
I.D.
STANDARD STRENGTH REINFORCED CONCRETE PIPE CULVERTS
FINISHED GRADE
df = be + 15cm FOR PIPES > 760mm Ø
df = be + 75cm FOR PIPES > 760mm Ø
df = DEPTH OF FILL
bc = OUTSIDE DIAMETER OF PIPE
FINISHED GRADE
ROLLER-COMPACTED
EMBANKMENT
df
STEP 1 - CONSTRUCT COMPACTED
EMBANKMENT TO AN ELEVATION
ABOVE TOP OF PROPOSED PIPE.
STEP 2 - TRENCH THROUGH THIS
COMPACTED EMBANKMENT AND
INSTALL PIPE BACKFILL WITH COMPACTED GRANULAR MATERIAL.
STEP 3 - COMPLETE EMBANKMENT
IN USUAL MANNER.
ROLLER-COMPACTED
EMBANKMENT
STEP 1 - CONSTRUCT COMPACTED
EMBANKMENT TO A TOTAL DEPTH
EQUAL TO TWICE THE OUTSIDE
DIAMETER OF THE PIPE.
STEP 2 - TRENCH THROUGH THIS
COMPACTED EMBANKMENT AND
INSTALL PIPE BACKFILL WITH
COMPACTED GRANULAR MATERIALS TO TOP OF PIPE.
SHEET CONTENTS:
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
bc+10cm
bc
10
pbc
GRANULAR BACKFILL
STEP 3 - FILL REMAINDER OF TRENCH
WITH BACKFILL PLACED IN LOOSEST
POSSIBLE CONDITION.
ROCK
CONCRETE CRADLE BEDDING
DRAFTED:
EARTH CUSHION
2cm PER METER OF H
WHEN H<5m
4cm WHEN H > 5m
H=HEIGHT OF FILL FROM
TOP OF CULVERT
bc
10
MIN= 3bc
10
pbc
MAX.p=0.7
MIN=
STEP 4 - COMPLETE EMBANKMENT
IN NORMAL MANNER.
REVIEWED:
FIRST CLASS BEDDING
SUBMITTED:
ORDINARY BEDDINGS
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
REGIONAL OFFICE NO. 1
MIN=
THOROUGHLY
TAMPED EARTH
CONCRETE OR SETTER
CALIFORNIA METHOD B
PROJECT NAME AND LOCATION:
EARTH
EARTH ACCURATELY
SHAPED TO FIT PIPE
MIN=bc/4
EARTH OR ROCK
GROUND
CALIFORNIA METHOD A
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
MIN= bc
10
MIN=1/4 INSIDE DIAMETER
VERY
LOOSE
FILL
ROLLER-COMPACTED
EMBANKMENT
bc
bc
df
GROUND
FINISHED GRADE
COMPACTED
GRANULAR
MATERIAL
df = 2bc
COMPACTED
GRANULAR FILL
ROLLER-COMPACTED
EMBANKMENT
FINISHED GRADE
bc
FINISHED GRADE
bc
FINISHED GRADE
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
DRAFSMAN II
STANDARD REINFORCED
CONCRETE PIPE CULVERT
(RCPC) DETAILS
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
300
A3
75
:1 S
PE
NOT
t
TO
I.D.
NOT
TO
200
SCALE
t t
t
A4
t
I.D.
I.D.
CL
CL
t
0
19
15
SECTION
A3
E-
CL
NOT
TO
GROUND LINE
12mmØ BARS @ 300
MEASURED ALONG
AXIS OF WINGS
SEE DISTANCE OF BAR SECTION
h
H VARIES
BATTE
12mmØ BARS
@ 300
2-16mmØ BARS
EXTEND INTO BACKWALL
150
ELEVATION
A2b
SCALE
VARIES TO SUIT
LOCAL CONDITION
ELEVATION
A1b
600
150
75
G.L.
t
G.L.
12mmØ BARS
@ 300
R 1:4
150
t
100
I.D.
300
I.D.+150
I.D.
150
t
I.D.
150
t
G.L.
200
2-16mmØ BARS
LO
75
G.L.
EXTEND 300
INTO BACKWALL
12mmØ BARS @ 300
200
1.5
ACCORDING TO SIZE OF PIPE
E-19
460(MIN)
300
2-16mmØ BARS
SECTION
A4
SCALE
NOT
TO
DETAIL
A5
SCALE
NOT
TO
SCALE
2
3
200
12mmØ BARS
@ 300 O.C.
L
F
F
1-2/3 I.D.
L
TABLE B ( ONE FLARED TYPE HEADWALL 1.5:1 )
12mmØ BARS @ 300 O.C.
12mmØ BARS @ 300 O.C.
A1a
W/2
SCALE
TO
SCALE
E
NOT
A1
95
20
PLAN
A2a
TYPE "HW ( C ) - B"
FLARED TYPE HEADWALL (SINGLE PIPE)
NOT
W
TO
0
INTERNAL
DIAMETER
(I.D.)
MIN.THK.
SHELL(t)
460
610
910
1070
1220
1520
50
60
80
90
110
130
SCALE
FLARED TYPE HEADWALL (DOUBLE PIPE)
NOT
SCALE
TO
DIMENSIONS (mm)
L
E
690
960
1510
1100
1370
1920
380
530
840
610
760
1070
SINGLE PIPE
F
h
570
800
1260
910
1140
1600
AREA OF
WATERWAY
m3
0
0
600
600
600
600
DOUBLE PIPE
EST. OF QUANTITIES
W
(mm)
0.17
0.29
0.65
0.90
1.17
1.81
REINF.
STEEL
kg.
12.70
15.87
24.94
61.22
83.45
133.79
CONC.
m3
610
760
1070
1220
1370
1680
0.55
0.82
1.55
1.45
1.88
2.86
TRIPLE PIPE
EST. OF QUANTITIES
AREA OF
WATERWAY
m2
W
(mm)
0.33
0.58
1.30
1.80
2.34
3.63
1370
1780
2590
3000
3400
4220
CONC.
m3
0.78
1.16
2.22
2.41
3.10
4.71
REINF.
STEEL
kg.
21.77
24.94
47.62
97.50
130.61
200.45
EST. OF QUANTITIES
AREA OF
WATERWAY
m2
W
(mm)
0.50
0.88
1.95
2.70
3.51
5.44
2100
2770
4110
4820
5510
6850
CONC.
m3
1.05
1.55
3.26
4.16
5.15
7.40
REINF.
STEEL
kg.
46.55
69.19
140.32
177.11
218.26
305.72
TABLE A ( ONE STRAIGHT TYPE HEADWALL )
DIA. & THICKNESS(mm)
DIMENSIONS (mm)
SINGLE PIPE
INTERNAL
DIAMETER
(I.D.)
MIN.THK.
SHELL(t)
A
B
H
W
(mm)
AREA OF
WATERWAY
m2
460
610
910
1070
1220
1520
50
64
86
95
108
127
310
410
610
710
810
1010
350
430
600
780
870
980
1070
1320
1820
2080
2330
2830
1800
2400
3800
4300
4800
6000
0.17
0.29
0.65
0.90
1.17
1.81
DOUBLE PIPE
CONCRETE
m3
REINF.
STEEL
kg.
W
(mm)
AREA OF
WATERWAY
m2
3.20
4.26
6.75
7.64
8.52
10.66
2600
3500
5200
6050
6900
8600
0.33
0.58
1.30
1.80
2.34
3.63
CONCRETE
m3
M.M.
W
(mm)
AREA OF
WATERWAY
m2
0.63
1.19
3.15
5.09
6.69
11.93
4.62
6.22
9.24
10.74
12.25
15.27
3400
4600
6700
7900
9000
11200
0.45
0.87
1.95
2.70
3.51
5.43
300
REINF.
STEEL
kg.
0.80
1.52
3.92
6.43
8.45
15.05
6.04
8.17
11.90
14.03
15.98
19.89
W
E
LOP
:1 S
12mmØ BARS
t
ID
H
t
ID
H
t
ID
100
t
1.5
CONCRETE
m3
M.M.
200
2-12mmØ BARS
12mmØ BARS
REINF.
STEEL
kg.
300
W
TRIPLE PIPE
M.M.
0.46
0.87
2.46
3.84
4.93
8.80
ID
SOLID PLAIN
CONCRETE
B
A7a
SINGLE PIPE
NOT
TO
A7b
SCALE
A7
1-2/3 I.D.
SECTION
NOT
TO
A7c
SCALE
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
TO
SCALE
SCALE
STANDARD REINFORCED CONCRETE HEADWALL FOR RCPC
SHEET CONTENTS:
AS
DRAFTED:
SHOWN
REVIEWED:
SUBMITTED:
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
NOT
TO
SCALE
PROJECT NAME AND LOCATION:
DOUBLE PIPE
STRAIGHT-TYPE HEADWALL "HW ( C ) - A"
NOT
A
ID
A
A
A1
TO
95
0
20
E
PLAN
NOT
DIA. & THICKNES(mm)
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
DRAFSMAN II
STANDARD REINFORCED
CONCRETE HEADWALL FOR
RCPC
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
1.00
20.0 MTS RROW
1.55
1.00
1.00
0.50
S =1 : 24
ITEM 200 - AGGREGATE SUB BASE COURSE
1.00
M A S O N R Y
Ht = VARIABLE
H
1.00
Ht = VARIABLE
H
S =1 : 24
Ht = VARIES
S T O N E
ITEM 104 - EMBANKMENT
(FROM ROADWAY EXCAVATION)
SELECTED BORROW MIXED SAND
& GRAVEL RIVER MIXED
0.60
ITEM 200 - AGGREGATE SUB BASE COURSE
B = 0.65
CLOTH TIED AT THE INNER END OF THE WEEPHOLES
AND 120MM MEDIUM GRAVEL AND 120MM FINE
GRAVEL SPACED AT 2.0M. ON CENTER HORIZONTAL
AND 1.0 M. VERTICAL STAGGERED
NATURAL GRADE LINE
H
B = 0.65 H
E
(RICE FIELD)
ELEVATION
CLOTH OR TIED AT THE INNER END OF THE
WEEPHOLES AND 120MM MEDIUM GRAVEL AND 120MM
FINE GRAVEL SPACED AT 2.0M. ON CENTER
HORIZONTAL AND 1.0 M. VERTICAL STAGGERED
SEE DETAIL ON WEEPHOLES
BOTTOM BASE OF STONE MASONRY
STONE MASONRY
PERSPECTIVE
MIN.
MIN.
0.60
MIN.
NATURAL GRADE LINE
0.60
AT THE INNER END OF THE WEEPHOLES AND 120MM MEDIUM
GRAVEL AND 120MM FINE GRAVEL SPACED AT 2.0M. ON
CENTER HORIZONTAL AND 1.0 M. VERTICAL STAGGERED
SECTION "E"
DETAIL "D" ON STONE MASONRY
SCALE
FINE GRAVEL, t=120MM
1: 60 MTS
MEDIUM GRAVEL, t=120MM
MASONRY = .............23.55 kN/ Cu.m.
SOIL = .......................15.70 kN/ Cu.m.
Ø = .................................35.70° ANGLE OF INTERVAL REPOSE
Qa = ..............................196 kPa (TO BE VERIFIED DURING CONSTRUCTION)
=................................. 0.50 ASSUMED COEFFICIENT OF FRICTION
Qs = ...............................22.52 kPa
FSo =..............................2.00
FS =..............................1.5
NOTE: ( STONE MASONRY)
FILTER CLOTH TIED AT THE INNER END OF THE
WEEPHOLES
PRIOR TO CONSTRUCTION, CONDUCT SOIL INVESTIGATION IN
ACCORDANCE WITH THE STANDARD TESTING REQUIREMENT ALONG
THE ALIGNMENT OF STONE MASONRY WALL TO VERIFY THE REQUIRED
DESIGN SOIL BEARING CAPACITY OF THE FOUNDATION BED.
6.000 6.000
MORTAR
BOULDERS
NOTE:
6.000 6.000
DESIGN CRITERIA OF STONE MASONRY
ON CENTER HORIZONTAL AND 1.0 M. VERTICAL,
STAGGERED
ALLOWABLE SOIL BEARING CAPACITY = 196 Kn/m
CL
S =1 : 24
H
10
SLOPE 0.0 %
6.10
CARRIAGEWAY
0.70
3.05
3.05
0.70
SEE DETAIL "A"
0.50
SLOPE 2.0 %
0.50
SLOPE 1.5 %
SLOPE 1.5 %
SLOPE 2.0 %
ON FILL
NATURAL GRADE LINE
ITEM 311(1)c1 - PORTLAND CEMENT
CONCRETE PAVEMENT t = 0.23
m.(CARRIAGEWAY)
ITEM 105 - SUB-GRADE PREPARATION
ITEM 311(1)c1 - PORTLAND
CEMENT CONCRETE PAVEMENT
t = 0.23 m. (SHOULDER)
TYPICAL DETAIL ON WEEPHOLES
ON STONE MASONRY
ITEM 200 - AGGREGATE
SUB BASE COURSE t = 0.20 m.
SCALE
EXISTING PCCP
1: 20 MTS
NOTES:
1.
TYPICAL ROADWAY SECTION ON CONSTRUCTION
OF PCCP W/ STONE MASONRY,
2.
1: 10 MTS
SCALE
0
THE COST OF FINE MEDIUM GRAVEL, WEEPHOLES,
(BURLAP[ CLOTH) USED FOR THE
WEEPHOLES SHALL BE CONSIDERED SUBSIDIARY TO
COMPLETION OF PAY ITEM WHERE IT IS USED.
ALL WEEPHOLES SHALL HAVE A SLOPE OF 0.5%.
1
2
4
SCALE 1:2 MTS
PROJECT NAME AND LOCATION:
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
DRAFTED:
REVIEWED:
SUBMITTED:
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
SHEET CONTENTS:
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
TYPICAL ROADWAY SECTION ON CONSTRUCTION OF PCCP
DETAIL OF STONE MASONRY AND NOTES
DRAFSMAN II
PREPARED:
DESIGN CRITERIA OF STONE MASONRY
DETAIL OF WEEPHOLES ON STONE MASONRY
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.
SUMMARY OF QUANTITIES
A)
HOOKS AND BENDS
III. STATIONINGS
HOOKS AND BENDS SHALL BE AS SHOWN IN THE FOLLOWING TABLE
a)
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.
SIZE OF
BARS
10
12
16
IV. HORIZONTAL CONTROL
STIRRUP & TIE
90°
135°
100
100
113
113
150
138
END HOOKS
180°
90°
150
125
200
150
250
175
a)
BASIC TRAVERSE STATIONS WERE ESTABLISHED BASED ON EXISTING
PERMANENT STRUCTURES AT THE PROJECT SITE.
STIRRUP TIE
135°
125
163
200
A
A
Do
db
Do
db
A
END HOOK
ELEVATIONS WERE ASSUMED AT THE FIRST BENCH MARK AT THE BEGINNING OF EACH SECTION OF THE PROJECT
BENCH MARKS WERE ESTABLISHED AT EXISTING UNDISTURBED STRUCTURES AT DIFFERENT INTERVALS
ALONG THE PROJECT.
db
db
D
a)
b)
D
V. VERTICAL CONTROL
db
STIRRUP & TIE HOOK STIRRUP TIE
D = 4 db for db < 20
D = 6 db for db > 30
Do = 6 db for db < 30
Do = 8.7 db for db > 30
VI. HORIZONTAL ALIGNMENT
a) 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 & OBSTRUCTIONS
NOTE:
1.
ALL WORKS SHALL COMPLY WITH THE STANDARD SPECIFICATION FOR PUBLIC WORKS AND HIGHWAYS, 2013.
2.
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.
QUANTITY OF VARIOUS WORK ITEMS ARE SUBJECT TO DECREASE OR INCREASE DEPENDING ON THE ACTUAL FIELD CONDITION
BEFORE THE START OF ACTUAL CONSTRUCTION, THE AS- STAKED PLAN SHALL BE SUBMITTED TO THE REGIONAL OFFICE IN ORDER
THAT IMMEDIATE STEPS MAY BE UNDERTAKEN TO CORRECT OR ADJUST WHATEVER APPRECIABLE DEVIATION THERE MAY BE FROM
THE ORIGINAL
PLAN. THE REFERENCE FOR IMPLEMENTATION SHALL BE THE AS- STAKED PLAN.
X. SLOPE/EMBANKMENT PROTECTION WORKS (GROUTED RIPRAP/STONE MASONRY)
1.
FOUNDATION OF EMBANKMENT PROTECTION WORKS SHALL SIT ON A FIRM AND STABLE
FOUNDATION. ALLOWABLE SOIL BEARING CAPACITY SHALL NOT LESS THAN 196 KPa. SOIL BORING
TEST SHALL BE CONDUCTED DURING CONSTRUCTION TO VERIFY THE ACTUAL SOIL BEARING CAPACITY
OF SOIL 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".
2.
SOFT SPOTS BETWEEN THE CUT FACE AND SLOPE/ EMBANKMENT PROTECTION WALLS MUST BE
FILLED WITH ROCKS OR SUITABLE MATERIALS SUCH BACKFILL MATERIALS PLACED BEHIND THE WALL
SHALL BE FREE DRAINING AND NON EXPANSIVE AND WATER SHALL BE DRAINED BY WEEPHOLES PLACES
AT SUITABLE INTERVALS AND ELEVATIONS.
3.
THE DEPTH OF PENETRATION SHALL BE MEASURED FROM THE LEVEL OF THE ORIGINAL GROUND
SURFACE AND SHALL NOT INCLUDE EXCAVATED MATERIALS
4.
THE THICKNESS OR DIAMETER OF STONES FOR STONE MASONRY SHALL NOT BE LESS THAN 150mm.
XI. PORTLAND CEMENT CONCRETE PAVEMENT (PCCP)
1.
VIII. DRAINAGE STRUCTURES
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.
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.
2.
C E R T I F I C A T I O N
This is to certify that the Detailed Engineering Surveys and Designs for the project REHABILITATION OF STA.
ROSA - CALINGCAMASAN ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN, SAN JUAN, LA UNION with
Project ID No._______________ had been conducted in accordance with the DPWH Standards and Specifications, 2013
edition.
This Certification is being issued for all legal intents and purposes.
1.
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.
2.
ANY REVISIONS REMOVAL AND /OR RELAYING OF DRAINAGE STRUCTURE AS DIRECTED BY THE ENGINEER TO SUIT
EXISTING FIELD CONDITIONS SHALL BE CONSIDERED AS SUBSIDIARY WORK PERTAINING TO OTHER
CONTRACT ITEMS NO DIRECT PAYMENT SHALL BE MADE FOR THIS WORK UNLESS OTHERWISE SPECIFICALLY
IDENTIFIED FOR PAYMENT IN THE BID SCHEDULE.
3.
EXISTING DRAINAGE STRUCTURES OR PART THEREOF REMOVED BY THE CONTRACTOR THAT ARE STILL
SERVICEABLE SHALL BE TURNED OVER TO THE GOVERNMENT AND SHALL BE DEPOSITED AT A PLACE WITHIN THE
PROJECT SITE DESIGNATED BY THE ENGINEER WITHOUT ANY EXTRA COMPENSATION. EXTREME
PRECAUTION SHALL BE EXERCISED BY THE CONTRACTOR NOT TO DAMAGE THESE MATERIALS DURING THE
REMOVAL AND HANDLING.
Given this ____ day of ____________, year ______.
ALBERTO B. ESQUEJO, JR.
Chief, Planning and Design Division
IX. STRUCTURAL CONCRETE STRUCTURES
IX.1) CONCRETE
a)
UNLESS OTHERWISE INDICATED ON THE PLANS. THE MINIMUM CYLINDER STRENGTH OF
STRUCTURAL CONCRETE AT 28 DAYS SHALL BE 21.00 MPa.
GENERAL NOTES
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 OTHER
ENVIRONMENT HAZARD WILL AFFECT THE POURING.
I. STANDARD SPECIFICATIONS
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 SHALL BE FREE OF
MILL SCALES, OIL OR ANY SUBSTANCE THAT MAY IMPAIR/WEAKER BOND WITH CONCRETE.
a)
ALL WORKS SHALL COMPLY WITH DPWH STANDARD SPECIFICATIONS FOR HIGHWAYS, BRIDGES, AND AIRPORTS, VOLUME II,
REVISED 2013 AND DESIGN GUIDELINES, CRITERIA AND STANDARDS 2015 EDITION. SPECIAL PROVISIONS AND SUPPLEMENTAL
SPECIFICATIONS PERTAINING TO THE PROJECT.
IX.3) REINFORCING BAR SPLICING
II. DIMENSIONS
WHERE SPLICING IS PERMITTED THE MINIMUM LAP LENGTH OF BARS SHALL BE AS PER AASHTO ARTICLE 8.32 ALL
SPLICES SHALL BE STAGGERED AT LEAST 40 BAR DIAMETER. WHERE BUTT WELD IS USED INLIEU OF LAPPED
CONNECTIONS, THIS SHALL DEVELOP AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THE REINFORCING
STEEL BAR. REINFORCING BARS SHALL BE ACCURATELY FORMED TO THE SHAPES AND DIMENSIONS INDICATED ON
THE PLAN UNLESS 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)
UNLESS OTHERWISE SPECIFIED ALL DIMENSIONS WHICH INCLUDES STATIONING, DISTANCE BETWEEN CONTROL
POINTS
AND
ARE
IN DIMENSIONS
MILLIMETERS.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
PROJECT NAME AND LOCATION:
SHEET CONTENTS:
DRAFTED:
REGIONAL OFFICE NO. 1
AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION
REVIEWED:
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 SUPERELEVATION.
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.
SUBMITTED:
RECOMMENDED:
APPROVED:
CATHERINE R. BANGAYAN
REPUBLIC OF THE PHILIPPINES
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
XII. CROSS SLOPE
1.
REHABILITATION OF STA. ROSA-CALINGCAMASAN
ROAD, BRGYS. STA. ROSA AND CALINGCAMASAN,
SAN JUAN, LA UNION
DRAFSMAN II
SUMMARY OF QUANTITIES
GENERAL NOTES
PREPARED:
ABRELAINE L. HIPOL
ENGINEER II
JOSE B. EGUILOS, JR.
ALBERTO B. ESQUEJO, JR.
CHIEF, HIGHWAYS DESIGN SECTION
CHIEF, PLANNING AND DESIGN DIVISION
OIC- ASSISTANT REGIONAL DIRECTOR
REGIONAL DIRECTOR
DATE:
DATE:
EMMANUEL W. DIAZ, CESE
RONNEL M. TAN, CESO III
DATE:
SET NO.
SHEET NO.