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THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION FINAL REPORT PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES FEBRUARY 2007 OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAM ORIENTAL CONSULTANTS CO., LTD. CHODAI CO., LTD
A1-98
No. 19 Rio Sarapiqui Bridge
Drawing Title Drawing No.
Sheet No. Main Title Sub Title
1901 1 VISTA GENERAL DE PUENTE
1902 2 REFUERZO DE LOSA ADHERENCIA DE LAMINA DE FIBRA DE CARBONO
1903 3 REFUERZO DE VIGAS PRINCIPALES REEMPLAZO DE PLACE DE ACERO
1904 4 REFUERZO DE VIGAS PRINCIPALES CABLE PC 1
1905 5 REFUERZO DE VIGAS PRINCIPALES CABLE PC 2
1906 6 REFUERZO DE VIGAS PRINCIPALES SITEMA DE CONEXION DE VIGAS (1)
1907 7 REFUERZO DE VIGAS PRINCIPALES SITEMA DE CONEXION DE VIGAS (2)
1908 8 REFUERZO DE SUBESTRUCTURA BASTION A1, PILAS P1 Y P2
1909 9 REFUERZO DE BASTION A1 ASIENTO
1910 10 REFUERZO DE PILA P1 VIGAS CABEZALES
1911 11 REFUERZO DE PILA P1 FUNDACION (1)
1912 12 REFUERZO DE PILA P1 FUNDACION (2)
1913 13 REFUERZO DE PILA P2 VIGAS CABEZALES
1914 14 REFUERZO DE PILA P2 FUNDACION (1)
1915 15 REFUERZO DE PILA P2 FUNDACION (2)
110
108
106
104
102
100
98 96 94 92 90 88 86 84 82 80 78 76
222
7622281
110
108
106
104
102
100 98 96 94 92 90 88 86 84 82 80 78 76
100
9555
Max
imun
Wat
er L
evel
Est
imat
ed
Lev
el 9
8.90
Can
tile
ver
Span
Can
tile
ver
Span
Sim
ply
Supp
ort
Span
BAST
ION
A2
BAST
ION
A1
PIRA
P1
PIRA
P2
Slop
e 0.
0%Sl
ope
0.0%
Elev
atio
n 10
1.16
99
98
97
96
95
94
93
92
91
90
89
85
84
84
85
86
87
8889
90
91
92
93
94
95
96
97
99
98
97
96
95
94
93
92
91
9089
88
83
82
81
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
To
Puer
to V
iejo
To
Hor
que
tas
0+51
00+
520
0+53
00+
540
0+55
00+
560
0+57
00+
580
0+59
00+
600
0+61
00+
620
0+63
0
Slope 1 12 : 1Lane
Lane
Cou
rse
N 7
5 ' 0
0 "
E
Sta.
0+5
21.0
0St
a. 0
+543
.28
Sta.
0+6
33.5
6
22280
55000
222
80
Fix
Exp.
Exp.
Exp.
Exp.
Fix
Bearing Center Line
Bearing Center Line
Bearing Center Line
Bearing Center Line
Sta. 0+521.00
Sta. 0+543.28
Sta. 0+598.28
Sta. 0+633.56
Sta.
0+5
98.2
8
55000
9000
37000
9000
6900
11800
JUNTA DE EXPANCION
JUNTA DE EXPANCION
JUNTA DE EXPANCION
JUNTA DE EXPANCION
ADHERECIA DE LAMINA DE FRP
CARPETA ASFALTICA
IMPERMEABILIZACION
ENSANCHAMIENTO DE ASIENTO
ENSANCHAMIENTO DE ANCHO DE VIGA
ENSANCHAMIENTO DE ANCHO DE VIGA
ENSANCHAMIENTO DE ASIENTO
SISTEMA DE CONEXION DE VIGAS
SISTEMA DE CONEXION DE VIGAS
REMPLAZO DE PLACA DE ACERO
REMPLAZO DE PLACA DE ACERO
CABLE PC
CABLE PC
CABLE PC
PILOTE DE ACERO TIPO H ADICIONAL
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO DE FNDACION
ADICONAL DE PLACA DE ACERO
ADICONAL DE PLACA DE ACERO
ESCALA 1:300
5400
16002200 1600
5050
10003050 1000
1000 9800 1000
8900
1000 1000
Espe
cific
acio
nes;
Dis
eno:
AA
SHTO
Sta
ndar
d S
peci
ficat
ions
for H
ighw
ay B
ridge
s, 1
7 E
dici
on -2
002,
exc
epto
en
las
nota
s.
Car
ga V
iva:
HS
20 +
25%
.
Not
as G
ener
ales
:C
oncr
eto:
Tod
o el
con
cret
o es
cla
se "A
" a m
enos
que
se
indi
que
lo c
ontra
rio.
Todo
s el
conc
reto
deb
e se
r col
ado
en a
mbi
ente
sec
o. S
e de
be h
acer
un
chaf
lan
de 2
cm e
n
to
dos
los
bord
es e
xpue
stos
a m
enos
que
se
indi
que
lo c
ontra
rio. T
odas
las
supe
rfici
es s
obre
la li
nea
de te
rreno
deb
e fo
rmar
se c
on M
ader
a de
form
alet
a y
esas
sup
erfic
ies
expu
esta
s de
ben
tene
r un
acab
ado
de re
pello
exc
epto
en
las
supe
rfici
es d
e la
losa
.Ju
ntas
de
Con
stru
ccio
n: L
as ju
ntas
de
cons
trucc
ion
de la
sub
estru
ctur
a de
ben
ser
horiz
onta
les.
Las
sup
erfic
ies
de c
oncr
eto
exis
tent
e, d
onde
se
colo
ca c
oncr
eto
nuev
o,
debe
n se
r pic
adas
par
a lo
grar
una
bue
na c
onex
ion
con
el c
oncr
eto
nuev
o.
Ace
ro d
e R
efue
rzo:
El a
cero
de
refu
erzo
deb
e se
r de
varil
las
corru
gada
s G
rado
60.
Tod
as la
s di
men
sion
es re
laci
onad
as a
l ref
uerz
o de
ace
ro s
on d
e ce
ntro
a c
entro
de
varil
la. A
men
os q
ue s
e in
diqu
e lo
con
trario
, las
var
illas
deb
en c
oloc
arse
a 1
00m
m d
e
la
supe
rfici
e de
con
cret
o m
as c
erca
na.
El a
cero
de
refu
erzo
est
ara
suje
to ri
gida
men
te
al e
spac
iam
ient
o es
peci
ficad
o m
ient
ras
el c
oncr
eto
es c
oloc
ado.
Tod
as la
s va
rilla
s
deb
en tr
asla
pars
e 35
dia
met
ros
a m
enos
que
se
indi
que
lo c
ontra
rio.
Ace
ro e
stru
ctur
al: T
odos
los
pern
os d
e al
ta te
nsio
n de
ben
ser d
e 7/
8" a
men
os q
ue s
e in
diqu
e
lo
cont
rario
. S
olda
dura
: Tod
as la
s co
nexi
ones
sol
dada
s de
ben
ser h
echa
s po
r med
io d
el p
roce
so d
el a
rco
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 99
FINAL REPORTFEBRUARY 2007
800
1000
500
225
1225
452
1225
926
676
676
800
1000
1000
800
1000
1225
1225
1225
1225
100960
12251225
12251225
800 1000 1000 1000 800
50480
504
80
7303
Not
as:
Adh
eren
cia
de l
amin
a de
fibra
de
carb
ono
en la
losa
Ant
es d
e la
adh
eren
cia
de la
s la
min
as d
e fib
ra d
e ca
rbon
o, la
s gr
ieta
s ex
iste
ntes
en
la
losa
de
conc
reto
deb
en s
er re
para
das
med
iant
e la
inye
ccio
n de
resi
na.
La la
min
a de
fibr
a de
car
bono
deb
e sa
tisfa
cer la
s ca
ract
eris
ticas
req
uerid
as c
omo
se m
uest
ra e
n la
tabl
a a
cont
inua
cion
. Se
debe
adh
erir
dos
capa
s de
lam
ina
de fi
bra
de c
arbo
no a
la lo
sa d
e co
ncre
to. E
n la
prim
er c
apa
la fi
bra
debe
ser
col
ocad
a en
dire
ccio
n tr
ansv
ersa
l y la
se
gund
a de
be ir
di
recc
ion
long
itudi
nal.
Cad
a ca
pa d
ebe
ser a
dher
ida
con
resi
na
adhe
siva
com
o se
mue
stra
en
los
deta
lles.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 100
FINAL REPORTFEBRUARY 2007
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 101
FINAL REPORTFEBRUARY 2007
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 102
FINAL REPORTFEBRUARY 2007
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 103
FINAL REPORTFEBRUARY 2007
ESCAL
A 1:10
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 104
FINAL REPORTFEBRUARY 2007
ESCA
LA
1:5
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 105
FINAL REPORTFEBRUARY 2007
1000
3575
475
3575
475
4050
4050
8100
3501000
3501000
300
3575
4050
8100
300
475
4050
3575
475
A-A
B-B
C-C
BB
C C
A A
1950
3000
1950
1000
6900
1000
4450
4450
8900
2700
1600
5400
600 1000 600
1600 2200
2700
H-H
2200
2700
5400
2200
2700
2950
2950
4450
4450
8900
6900
8900
500 2000
1000
2500
2500
2000
1000
500
1600
5400
500 2000
1600
2000500
2500
2200
2500
3000
1000
900
1800
4000
8000
1800
900900
4000
B-B
1800
900
1800
1500
300
900
300
C-C
8000
2500
300
1500
300900
2500
3000
A-A
1450
3@750=2250
1500
3@750=2250
1450
1100
3200
1100
300
300
D-D
E-E
F-F
G-G
1000
500
2000
500
2500
500
2000
500
2500
2501000250
B BCC
AA
EE
DD
G G
F F
HH
I-I
II
BASTION A1
300
900 900
1800
2000
500
2500
2500
500
C
900900
1800
A
4000
8000
4000
B-B
C
250
250
1000
B
1800
1500
300
900
300
1800
A
BC-C
300
1500
900
8000
2000
3000
2500
500
1000
500
2500
A-A
3400
9800
5900
118
00
1025
3050
2525
5050
1000
1025 1000
3900
5900
1000
1000
2525
2500
1000
118
00
5900
5900
2000
2500
500
2500
2000500
4400
3000
4400
118
00
1000
9800
1000
5050
2525
2525
2025
1000
2025
5050
1000
3050
1000
D-D
E-E
F-F
G-G
H-H
I-I
FG
FG
DEDE
ESCALA 1:100
300
13300
11
254
300
141410
1-1
PILA P1
Pilote de acero
tipo H adicional
n=9x2=18
Pilote de acero 12BP53
12BP53
Pilote de acero
adicional
PILA P2
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 106
FINAL REPORTFEBRUARY 2007
1000
200100300
350
100250
100
100
100
200200
8100
4050
4050
475
3575
100 200
15@
250=
3750
15@
250=
3750
200100
100138138 100
♯5
B -2
B -♯
51
B -♯
45
B -♯
44
8100
40503575
15@
250=
3750
475
100200
200 100
4050
4050
15@
250=
3750
100
138 138
100
B -♯
45
♯4
B - 4
B -♯
52
475
3575
500300200
300
200
300
1000
200100
250
100
350
200
200
1000
300200
100200100
B -♯
53
B -
1♯
5
300
100100100
♯5
B -2
B -♯
53
2B -♯
5
62-#5x680
B -3
440
240
800
800
100
33-#5x1900
B -
1
7900
B -10-#5x7900
2
100
750
100
100
275
12-
#4x850
B -
4
82-
#4x480
B -5
B1
B2
B3
B4
B5
#5
#5
#5
#4
#4
1900
7900
680
850
480
33
10
62
12
82
1.552
1.552
1.552
0.994
0.994
2.949
12.
261
1.055
0.845
0.477
#5
#4
97
123
65
10
39
334
285
49
334
kg
kg
kg
kg
(62)
(62)
(62)
TOT
AL
ESCALA 1:50
L3L2
AN
CLA
JE
TA
MAN
O
#m
mm
mm
mm
m
39.
515
0160
204
12.7
200
210
235
15.9
240
250
266
19.1
290
300
297
22.2
340
350
338
25.4
390
400
369
28.7
440
450
3910
32.3
490
500
4311
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
MARCA
LON
GITUD
PESO
( )
ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
PLANTA
ELEVACION
CORTE
NO
TA
S:
Ancla
jes:
Los
hueco
s de
anc
laje
deben s
er
per
fora
dos
con
la p
rofu
ndi
dad
y dia
metr
o c
om
o lo m
uest
ra la
tabla
de a
cuerd
o al
dia
metr
o d
e la
bar
ra d
e a
ncla
je.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 107
FINAL REPORTFEBRUARY 2007
2500
2500
3000
2500
3000
2500
8000
8000
900 300
1500
300
300
900
300
1500
4000
4000
100 60
32@
120=3840
32@120=3840
60100
900 900
1800
100100150
5@250
=1250100100
5@250
=1250
150100
100
1800
900900100
100
B -
7♯5
B -6♯
5
B -1♯
8B -
3♯
5
B -♯
82
B -♯
55
32@
120=3840
60
100
32@120=3840
60100
B -♯
59 8♯
5B - 8♯
5B - 9♯
5B -
♯5
1♯
8B -
1♯
8B -
100100100 100100
100
100100
1800
100100150
5@250
=1250
100100100
100100
100
1800
5@250
=1250 100100
150100100
B -♯
5
250
250
1000
C C
A-A
B-B
C-C
AA
BB
♯5
4B -
7800
2965
2569
2569
B -8-#
8x78
001
4-#
8x81
102
B -
7800
8-#
5x78
00B -
3 7132~
4354
12-#5x5750
4B -
2930
2588
2588
4-#5x81
10B -
5
1600
1600
100
50-#5x3500
6B -
100
B -84-#5x2610
7730~1572
730~1572
390
18-#5x630
B -9240
48-#5x730
8B -
490
240
B -
5,6
B -♯
5
♯5
8B -
♯5
9B -
B -
5,6
♯5
6 8
ESCALA 1:50
L3L2
AN
CLA
JE
TA
MAN
O
#m
mm
mm
mm
m3
9.5
150
160
204
12.7
200
210
235
15.9
240
250
266
19.1
290
300
297
22.2
340
350
338
25.4
390
400
369
28.7
440
450
3910
32.3
490
500
4311
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
NO
TA
S:
Ancla
jes:
Los
hue
cos
de a
ncla
je d
eben s
er p
erfo
rado
s co
n la
pro
fund
idad
y dia
metr
o c
om
o lo m
uest
ra la
tabla
de a
cuerd
o a
l di
ametr
o d
e la
bar
ra d
e an
cla
je.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 108
FINAL REPORTFEBRUARY 2007
5400
160022001600
6001000600
27002700
1007@200
=14002503@300
=90050503@300
=900
2501500
8900
4450
4450
1000
6900
1000
1950
3000
1950
900
250
11@300=33
0011@300=3300
250
4@2
00
=800
100
I-I
5400
27002700
160022001600
100
7@200
=1400250
6@150
=90050506@150
=900250
7@200
=1400100
8900
4450
100
4@2
00
=800
250
11@300=33
00250
4@200
=800
100
J-J
K-K
L-L
F -♯8
1
♯5
16
F -
♯5
F -
15 3♯
10F - 4♯
5F -
♯5
F -
11
♯5
F -
14
♯5
F -
13
♯5
F -
10
9F -♯
5
8F -♯
5
♯5
7F -
♯8
2F -
♯5
5F -
♯5
6F -
♯8
1F -
8900
4450
4450
2950
3000
2950
100
4@200
=800
250
11@300=3300
1500
6@300=1800
2504@200
=800
100
8900
1000
6900
1000
100
4@200
=800
100
4@2
00
=800100
100
2500
2000500
150350100
2506@275=1650
3506@275=1650
250100 150
500 2000
2500
LKI
JJ L
KI
♯8
2F -
♯8
1F -
♯5
10
F -
♯5
F -
24
♯5
20
F -
♯5
F -
23
4F -♯
5
3♯
10F -
♯5
F -
9
23
F -♯
5
4♯5
F -♯10
F -
3
24
F -♯
5
8900
4450
4450
2950
3000
2950
100
4@2
00
=800
250
11@300=3300
11@
300=3300
250
4@200
=800
100
2500
2000500
250350
150100 6@275=1650
500 2000
2500
6@275=1650250
150100350
6900
8900
4@200
=800
100
100
1000
100
100
4@2
00
=800
1000
F -♯
81
♯5
F -
20
♯5
F -
25
♯5
13
F -
F -
13♯
5♯
518
F -
7F
-♯
5
22♯
5F -
♯8
1F -
F -9♯
5
5400
2700
2700
2200
1000
2200
100
7@200
=1400
250
250
7@200
=1400
100
3@3
00
=900
50 503@3
00
=900
6@275=1650
2500
2000500
10♯
5
150250
100350 F
-♯5
22
F -
6@275=1650100 150350 250
500 2000
2500
♯5
F -
21
5400
1600
2200
1600
100
7@2
00
=14
00250
3@300
=900
50503@300
=900
250
7@200
=1400
100
♯5
5F -
♯5
F -
5
F -
11♯
5F -
11♯
519
F -♯
5♯5
7F -
♯5
17
F -
2700
1000
2200
250
250
7@200
=1400
100
3@3
00
=900
50100
5400
2700
2200
7@200
=1400
500 2000
350100
250150
2500
6@275=1650
350 250
2000500
2500
150100 6@275=1650
7@200
=1400
7@2
00
=14
00
5400
1600
2200
1600
100
100
650300
100
100
♯5
5F -
♯5
6F -
24
F -♯
5
8♯
5F -
♯5
7F -
♯5
F -
16
12♯
5F -
23♯
5F -
F -
12♯
5
♯5
F -
16
C H B AAH BC
DE
GF F
GE
D
F -
12♯
5
♯5
8F
-F -♯
511
9F -♯
5
24
F -♯
5
4450
11@300=3300
26
F -♯
5
F -♯
520
F -
23♯
5
27
F -♯
528
F -♯
5
L3L2
ANC
LA
JE
TA
MAN
O
#m
mm
mm
mm
m
39.
5150
160
20
412.
7200
210
23
515.
9240
250
26
619.
1290
300
29
722.
2340
350
33
825.
4390
400
36
928.
7440
450
39
1032.
3490
500
43
1135.
8540
550
46
L4
L1
MAR
CA
DETALLE D
E A
NC
LAJE
Pilotes de acero adicional
Pilotes de acero adicional
ESCALA 1:50
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 109
FINAL REPORTFEBRUARY 2007
8700
390
36-#8x9480
1F -
390
3243~
3383
390
F -8-#8x37
102
1390
28-#10x
1880
3F -
490
28-#5x1280
800
4F -
240
5200
240
F -24-#5x5680
5
240
240
2340
18-#5x2580
6F -
1950
2400
1950
16-#5x6300
7F -
940
1950
18-#5x2890
8F -
243
3~22
907100
1950
1950
6-#5x11000
9F -
1950
8-#
5x43
2010
F -
2250
5200
2250
10-#5x9700
11
F -
1400
240
38-#5x1880
12
F -
1050
4-#5x
1290
F -
14
240
240
8700
14-#5x9180
13
F -
240
240
5200
10-#5x5680
15
F -
240
1740
46-#5x1980
F -
16
240
8732
240
12-#5x9220
F -
25
240
5232
240
12-#5x5720
F -
17
240
12-#5x2920
2432
7132
240 240
F -
19
12-#5x7620
F -
18
240
240
2287
F -
2046-#5x2770
240
240
2282 48-#5x2770
240
F -
21
240
2287 58-#5x2770
240
F -
22
240
23240
F -148-#5x600
356
24
240
F -34-
#5x8
50
601
240
240
8-#
5x1040
240
26
F -
240
800
200
F -8-#5x440
27
32-#5x1200
1200
28
F -
F27
F28
#5
#5
440
1200
F23
F24
F25
F26
F20
F22
F21
F16
F17
F18
F19
F13
F15
F14
#5
#5
#5
#5
#5
#5
#5
600
850
9220
1240
2770
2770
2770
#5
#5
#5
#5
#5
#5
#5
1980
5720
7620
2920
9180
1290
5680
5948
3760
1851
337
0.683
1.862
1.552
1.552
#5
#8
#10
8
32
kg
kg
kg
kg
5
4633
60
kg
14.247
8.815
3.073
8.877
2.002
11.826
4.532
4.299
4.299
0.931
1.319
4.299
14.309
1.924
1.552
1.552
1.552
1.552
1.552
1.552
1.552
148
34 8
12
46
58
48
1.552
1.552
1.552
1.552
1.552
1.552
1.552
46
12
12
12
14
104
138
45
172
15
198
249
206
141
107
142
54
199
88 8
F9
F10
F11
F12
F6
F8
F7
F2
F3
F4
F5
B9
F1
#5
#5
#5
#5
#5
#5
#5
110
00
4320
9700
1880
2580
6300
2890
#8
#10 #5
#5
#5
#8
3710
1880
1280
5680
630
9480
B5
B7
B8
B6
B2
B3
B4
B1
#5
#5
#5
#5
#8
#5
#5
8110
2610
730
3500
8110
7800
5750
#8
7800
0.978
37.664
14.740
12.040
1.987
8.815
4.004
4.485
17.072
6.705
9.778
15.054
2.918
1.552
1.552
1.552
1.552
1.552
1.552
1.552
6 8
10
38
18
18
16
1.552
3.973
3.973
6.404
1.552
1.552
8
28
28
24
18
36
102
54
151
111
72
81
156
118
337
56
212
18
1315
1356
kg
12.106
8.924
12.587
5.432
4.051
1.133
32.221
30.989
3.973
1.552
1.552
1.552
1.552
1.552
1.552
4
84
48
504 8
12
3.973
8
50
340
54
272
129
97
107
248
(48)
(18)
(18)
(8)
(8)
(18)
(46)
(28)
(28)
(148)
(34)
(28)
(8)
(402)
(366)
TOTAL
MAR
CALONGITUD
PESO
( )
ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
ESCALA 1:50
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 110
FINAL REPORTFEBRUARY 2007
7132~
4354
7800
2569
7800
12-#5x5750
4B -8-#
5x78
003
B -
2569
4-#
8x81
10
2965
2B -8-#
8x78
001
B -
2588
100
B -50-#5x3500
6
1600
1600
84-#5x2610
7B -730~1572
100
730~1572
240
18-#5x630
9B -
48-#5x730
8B -
390
2588
2930
4-#5x81
105
B -
240
490
B -
32@120=3840
900
1800
100100150
32@120=3840
4000
8000
8000
2500
2500
100100
5@250
=1250150100
100
1800
900900
2500
3000
C
B -
5B -
♯5
♯8
2
♯5
32@
120=3840
4000
60
100
A
3B -
B -♯
54
B -9♯
5C
B-B
100100 100100
100100
300
1500
300900
B
♯8
♯8
32@
120=3840
2500
100 60
B -
5,6
♯5
B -
1
B -
5,6
♯5
B -
1
3000
A-A
5@250
=1250100
1800
100
♯5
6B -
900
5@250
=1250100100
♯5
♯8
18
B -
100
60
B -♯
57
A
5@250
=1250
1800
B -
B -
100150
100
250
150100
1000
250
♯5
8
♯5
6
100100
1500
300
900
300
100
100
100
100
100
100
100
C-C
B♯
5B -9
100
60
B -9♯
5
B -
B -8 8♯
5
♯5
L3L2
AN
CLA
JE
TA
MAN
O
#m
mm
mm
mm
m3
9.5
150
160
204
12.7
200
210
235
15.9
240
250
266
19.1
290
300
297
22.2
340
350
338
25.4
390
400
369
28.7
440
450
3910
32.3
490
500
4311
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
ESCALA 1:50
NO
TA
S:
Anc
laje
s: L
os h
ueco
s de
ancla
je d
eben
ser
perf
orad
os
con
la p
rofu
ndid
ady
dia
metr
o c
om
o lo m
uest
ra la
tabla
de a
cuerd
o a
l dia
met
ro d
e la
bar
ra d
e an
claj
e.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 111
FINAL REPORTFEBRUARY 2007
C D B AAD BC
EF -
GH H
GF -E
11800
5900
5900
1000
9800
1000
3900
2500
3400
900
250
15@
300=4500
250
250
15@300=4500
2504@2
00
=800
100
5050
25252525
100030501000
102510001025
1004@250
=8002106@220
=1320
9595
6@220
=1320210900
11800
100
4@200
=800
250
15@
300=4500
250
5050
25252525
2755@220
=11002504@200
=800100
11800
5900
5900
1000
3400
3000
3400
1000
100
4@2
00
=800
250
10@
300=
3000
250
5@3
00
=15
00
5@300
=1500
250
30@300=3000
250
4@250
=800
100
2500
2000500
6@275=1650350100
2000
2500
6@275=1650
500
350100
4@250
=800
1000
5900
11800
10@
300=
3000
34005900
1000
250
4@2
00
=800
100
3400
3000
1750
5@3
00
=15
00250
30@300=3000
250
100
♯10
4F -
♯5
9F -
F -♯5
8
F -♯
115
♯5
11
F -
♯5
F -
10
♯5
F -
13
F -
12♯
5
F -♯
57
F -6♯
5
F -3♯
8F -♯
82
1F -♯
10
6@275=1650
2000
2500
100350
500
500 2000
6@275=1650
2500
100350
F -♯
520
F -♯
512
2F -♯8
F -♯
10
1F -♯
510
♯5
16
F -
F -
14♯5
♯5
18
F -
F -
24♯
5
F -♯
520
2F -♯
8
F -
10♯5
♯8
F -3
F -♯
511
F -♯
520
♯5
22
F -
F -♯
521
F -5♯
115
F -♯
116@275=1650
2000
2500
100350
500
6@275=1650
2000
2500
100350
500
2000500
2500
6@275=1650350100
2000500
2500
6@275=1650350100
5050
2525
2525
1000
1025
1000
1025
1000
100
4@200
=800
210
6@220
=1320
95 95
6@220
=1320
2104@200
=800
100
♯5
6F -
F -6♯5
♯5
12
F -
F -
17♯5
♯5
15
F -
1000
1025
1000
2525
5050
6@220
=1320
95
100
4@200
=800
210
1025
1000
2525
210
4@200
=800
100
755
3@220
=660
♯5
F -6
F -7♯
5
F -♯
512
♯5
13
F -
F -
21♯5
F -
21♯
5
♯5
F -9
F -9♯
5
F -
20♯
5F -
20♯
5
♯5
19 F -
F -♯
520
F -
10♯
5
5050
2025
1000
2025
1000
1025
1025
1000
5050
1000
3050
1000
400
750
750
750
400
2500
2000500
300
I-I
J-J
K-K
F -
13♯
5F -♯
511
KJI
JI
K
22♯
5F -
♯5
21
F -
L-L
250
15@300=4500
250
4@200
=800
100
275
5@220
=1100 2504@200
=800 100
24
F -♯5
25
F -♯5
26
F -♯5
23
F -♯
5
150250 250
150
26♯
5F -
♯5
26
F -
250150
23♯
5F -
23♯5
F -
250150
♯5
25
F -
150250
♯5
25
F -
150250
250150
250150
L3L2
AN
CLA
JE
TA
MAN
O
#m
mm
mm
mm
m3
9.5
150
160
204
12.7
200
210
235
15.9
240
250
266
19.1
290
300
297
22.2
340
350
338
25.4
390
400
369
28.7
440
450
3910
32.3
490
500
4311
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
ESCALA 1:50
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 112
FINAL REPORTFEBRUARY 2007
390
10-#8
x100
002-1
F -
390
469
9~4802
390
F -8-#
8x51
503
1440
26-
#11x1980
5F -
540
4850
240
F -34-#5x5330
6
240
240
2165
18-#5x2410
7F -
1950
3250
1950
26-#5x7150
12
F -
1365
1950
18-#5x3320
13
F -
3851~3749
1950
1950
12-
#5x10000
10-1
F -
1950
8-#5x
5750
11
F -
1140
66-#5x1380
F -9
240
240
4850
10-#5x5330
8F -
240
9610
2820
830 F -
2-210-#8x3210
9510
490
F -
1-1
1-23410
F -
1320
490
10-#10x10000
10-#1
0x39
00
8050
2110
360
12-
#5x4060
10-2
F -
9510
490
3410
490
1320
4-1
F -10-#10x10000
4-2
F -10-#1
0x39
00
240
2282
240
48-#5x2770
19
1866-#5x2780
240
21
F -
356
184-#5x600
240
2402291
F -
F -
2054-#5x2780
240
176-#5x850
F -
22
601
2291
F -
240
240
240
100
32
14-#5x5370
4882
3282
240240
12-#5x3770
F -
17
240 240
F -
15
240
12-#5x105
2016
F -
14-
#5x1
0000
F -
14-1
240
240
9760
2232
360
14-#5x2480
14-2
F -
kg
kg
kg
kg
kg
4850
2250
F -
2410-#5x9350
2250
11600
10-
#5x11600
F -
23
240
240
800
6-#5x1280
25
F -
F -
2626-#5x1280
800
240
240
F1-1
F1-2
F2-1
F2-2
F3
F4-1
F4-2
F5
F6
F7
F8
F9
F10
-1
F10
-2
F11
F12
F13
F14
-1
F14
-2
F15
F16
F17
F18
F19
F20
F21
F22
F23
F24
F25
F26
#10
#10
#8
#8
#8
#10
#10
#11
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
10000
3900
10000
3210
5150
10000
3900
1980
5330
2410
5330
1380
10000
4060
5750
7150
3320
10000
2480
5370
10520
3770
2780
2770
2780
600
850
11600
9350
1280
1280
10
10
10
10 8
10
10
26
34
18
10
66
12
12 8
26
18
14
14
14
12
12
66
48
54
184
176 10
10 6
26
6.4
04
6.4
04
3.9
73
3.9
73
3.9
73
6.4
04
6.4
04
7.9
07
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
64.
040
24.
976
39.
730
12.
753
20.
461
64.
040
24.
976
15.
656
8.272
3.740
8.272
2.142
15.
520
6.301
8.924
11.
097
5.153
15.
520
3.849
8.334
16.
327
5.851
4.315
4.299
4.315
0.931
1.319
18.
003
14.
511
1.987
1.987
640
250
397
128
164
640
250
407
281
67
83
141
186
76
71
289
93
217
54
117
196
70
285
206
233
171
232
180
145
12
52
6333
kg
B1
B2
B3
B4
B5
B6
B7
B8
B9
#8
#8
#5
#5
#5
#5
#5
#5
#5
7800
8110
7800
5750
8110
3500
2610
730
630
8 4 8
12 4
50
84
48
18
3.9
73
3.9
73
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
1.5
52
30.
989
32.
221
12.
106
8.924
12.
587
5.432
4.051
1.133
0.978
#11
#10
#8
#5
248
129
97
107
50
272
340
54
18
1315
407
178
0
106
6
439
5
764
8
kg
(18)
(48) (8)
(18)
(8)
(18)
(66)
(26)
(18
4)
(17
6)
(26)
(8)
(536)
(570)
TOTAL
MARCA
LONGITUD
PESO
(
) ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
ESCALA 1:50
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 113
FINAL REPORTFEBRUARY 2007
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION FINAL REPORT PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES FEBRUARY 2007 OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAM ORIENTAL CONSULTANTS CO., LTD. CHODAI CO., LTD
A1-114
No. 20 Rio Sucio Bridge
Drawing Title Drawing No.
Sheet No. Main Title Sub Title
2001 1 VISTA GENERAL DE PUENTE
2002 2 PROTECTION DE PILA PILA P1 (1)
2003 3 PROTECTION DE PILA PILA P1 (2)
6250
3500
275027503500
125
00
625012500
100
55500
51000
510
00
187500
30000
450 10000 450
8001500
1000 309901000
1500
5200
500
4200
500
150
150
125
00
35990
552
50102000
30000
125
00x1
2500
5000 500
30002000 2
00200
5200
300
300
5000 500
30002000 2
00200
PROTECCION DE PILA
JUNTA DE EXPANCION
JUNTA D
E EXPANCION
CARPETA ASF
ALTI
CAIMPERMEABILIZACION
ESCALA 1:300
5800
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ser
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onta
les.
Las
sup
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de c
oncr
eto
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tent
e, d
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se
colo
ca c
oncr
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nuev
o,
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n se
r pic
adas
par
a lo
grar
una
bue
na c
onex
ion
con
el c
oncr
eto
nuev
o.
Ace
ro d
e R
efue
rzo:
El a
cero
de
refu
erzo
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e se
r de
varil
las
corr
ugad
as G
rado
60.
Tod
as la
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l ref
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on d
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eben
tras
lapa
rse
35 d
iam
etro
s a
men
os q
ue s
e in
diqu
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con
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.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 115
FINAL REPORTFEBRUARY 2007
5005000
20003000
φ5800
300
φ5200
300
φ5800
300
φ5200
300
BB
A-A
B-B
AA
ESCALA 1:100
PROTECCION DE PILA
200 500
ENS
ANCHAMIENTO DE A
NCHO
DE VIGA
CAUCE
NO
TA
S:
Concre
to: E1 c
oncre
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ue s
e u
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ara
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pro
tecci
n de
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bas
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el concre
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Los
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ora
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con
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dad
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o c
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o lo m
ues
tra
la t
abla
de a
cuerd
o a
l dia
met
ro d
e la
bar
ra d
e an
claj
e.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 116
FINAL REPORTFEBRUARY 2007
4800
P -58-#5x4800 1
4800
58-#5x4800 2 P -
132
240
240
150
263
P -435-#5x620
5
145-#3x420
P -6
5005000
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20003000
16@300=4800100
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300
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100100100
100
100
100
58@303.
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593(OUTSIDE)
[email protected]=16965(INSIDE)
5800
300
2600
2900
2900
2600
300
100
2800
2700
100100
♯3
P -6
5P -♯
5
♯5
1P -
2♯
5P -
♯5
3P -
♯5
4P -
♯5
2P -
♯5
P -1
5000
16@300=4800100
3000 2000
500
100
♯5
1P -
♯5
P -3
♯5
4P -
P -♯
36
♯5
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BB A
A
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A-A
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R 28 16
9207
9207
360 360
34-#5x9210
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3
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R 26 84
8792
8792
4P -
360
4P
360
P2
P3
P4
P5
P6
#5
#5
#5
#5
#5
#3
4800
4800
9210
8800
620
420
58
58
34
34
435
145
1.552
1.552
1.552
1.552
1.552
0.560
7.450
7.450
14.
294
13.
658
0.962
0.235
#5
#3
432
432
486
464
418
34
226
6
223
2
34
226
6
kg
kg
kg
P1
kg
(145)
(145)
(145)
TOT
AL
ESCALA 1:50
L3L2
ANC
LA
JE
TA
MANO
#m
mm
mm
mm
m
39.5
150
160
20
412.
7200
210
23
515.
9240
250
26
619.
1290
300
29
722.
2340
350
33
825.
4390
400
36
928.
7440
450
39
1032.
3490
500
43
1135.
8540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
MARCA
LONGITUD
PESO
( )
ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
NO
TAS:
Concr
eto: E1 c
onc
reto
que
se
utili
zara
par
a la
pro
teccin
deba
jo d
e la
base
debe
ser C
lase
"C
". E1 r
esto
del con
creto
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ser
Cla
se "
A"N
otes
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Ancla
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Los
hueco
s de
anc
laje
deben s
er p
erfo
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con
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rofu
ndi
dad
y dia
metr
o c
om
o lo m
uest
ra la
tabla
de a
cuerd
o al
dia
metr
o d
e la
bar
ra d
e a
ncla
je.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 117
FINAL REPORTFEBRUARY 2007
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION FINAL REPORT PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES FEBRUARY 2007 OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAM ORIENTAL CONSULTANTS CO., LTD. CHODAI CO., LTD
A1-118
No. 26 Rio Chirripo Bridge
Drawing Title Drawing No.
Sheet No. Main Title Sub Title
2601 1 VISTA GENERAL DE PUENTE
2602 2 REFUERZO DE LOSA ADHERENCIA DE LAMINA DE FIBRA DE CARBONO
2603 3 REEMPLAZO DE APOYO
2604 4 REFUERZO DE VIGAS PRINCIPALES SISTEMA DE CONEXION DE VIGAS (1)
2605 5 REFUERZO DE VIGAS PRINCIPALES SISTEMA DE CONEXION DE VIGAS (2)
2606 6 REFUERZO DE VIGAS PRINCIPALES SISTEMA DE CONEXION DE VIGAS (3)
2607 7 REFUERZO DE SUBESTRUCTURA PILA P1
2608 8 REFUERZO DE SUBESTRUCTURA PILAS P2, P2, P4, P5 Y P6
2609 9 REFUERZO DE SUBESTRUCTURA PILA P7
2610 10 REFUERZO DE SUBESTRUCTURA BASTION A2
2611 11 REFUERZO DE PILA P1 VIGAS CABEZALES
2612 12 REFUERZO DE PILA P1 FUNDACION (1)
2613 13 REFUERZO DE PILA P1 FUNDACION (2)
2614 14 REFUERZO DE PILAS P2 Y P6 FUNDACION (1)
2615 15 REFUERZO DE PILAS P2 Y P6 FUNDACION (2)
2616 16 REFUERZO DE PILAS P3 Y P5 FUNDACION (1)
2617 17 REFUERZO DE PILAS P3 Y P5 FUNDACION (2)
2618 18 REFUERZO DE PILA P4 VIGAS CABEZALES
2619 19 REFUERZO DE PILA P4 FUNDACION (1)
2620 20 REFUERZO DE PILA P4 FUNDACION (2)
2621 21 REFUERZO DE PILA P7 VIGAS CABEZALES
2622 22 REFUERZO DE PILA P7 FUNDACION (1)
2623 23 REFUERZO DE PILA P7 FUNDACION (2)
2624 24 REFUERZO DE BASTION A2
67000
15860
73200
73200
67000
15860
480
59390
480
59390
10320
5360
600 1050
23800
67000
73200
73200
67000
59500
16230
4200
4800
7200
7200
7200
4800
4200
2300
2300
2300
2300
2300
2300
415000
4200
10002200 1000
9300
1000 7300 1000
4200
10002200 1000
9300
1000 7300 1000
9700
1000 7700 1000
4800
10002800 1000
20000
18000
18000
18000
20000
20000
9700
4800
10200
7200
10200
7200
1000 7700 1000
100028001000
1000 8200 1000
1000
5200
1000
1000 8200 1000
1000
5200
1000
10200
7200
1000 8200 1000
1000
5200
1000
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO DE FNDACION
ENSANCHAMIENTO
DE A
SIENTO
ENSANCHAR VIGA DE PILA
ENSANCH
AMIE
NTO DE ASIENTO
SISTEMA DE CONEXION ANTI-SISMICA
SISTEMA DE CONEXION ANTI-SISMICA
JUNTA DE EXPANCION
JUNTA DE EXPANCION
ADHERECIA DE LAMINA DE FRP
IMPERMEABILIZACION
CAR
PETA
ASF
ALTICA
ESCALA 1:750
Esp
ecifi
caci
ones
;D
isen
o: A
AS
HTO
Sta
ndar
d S
peci
ficat
ions
for H
ighw
ay B
ridge
s, 1
7 E
dici
on -2
002,
exc
epto
en
las
nota
s.
Car
ga V
iva:
HS
20 +
25%
.
Not
as G
ener
ales
:C
oncr
eto:
Tod
o el
con
cret
o es
cla
se "
A"
a m
enos
que
se
indi
que
lo c
ontra
rio.
Todo
s el
conc
reto
deb
e se
r col
ado
en a
mbi
ente
sec
o. S
e de
be h
acer
un
chaf
lan
de 2
cm e
n
to
dos
los
bord
es e
xpue
stos
a m
enos
que
se
indi
que
lo c
ontra
rio. T
odas
las
supe
rfici
es s
obre
la li
nea
de te
rreno
deb
e fo
rmar
se c
on M
ader
a de
form
alet
a y
esas
sup
erfic
ies
expu
esta
s de
ben
tene
r un
acab
ado
de re
pello
exc
epto
en
las
supe
rfici
es d
e la
losa
.Ju
ntas
de
Con
stru
ccio
n: L
as ju
ntas
de
cons
trucc
ion
de la
sub
estru
ctur
a de
ben
ser
horiz
onta
les.
Las
sup
erfic
ies
de c
oncr
eto
exis
tent
e, d
onde
se
colo
ca c
oncr
eto
nuev
o,
debe
n se
r pic
adas
par
a lo
grar
una
bue
na c
onex
ion
con
el c
oncr
eto
nuev
o.
Ace
ro d
e R
efue
rzo:
El a
cero
de
refu
erzo
deb
e se
r de
varil
las
corru
gada
s G
rado
60.
Tod
as la
s di
men
sion
es re
laci
onad
as a
l ref
uerz
o de
ace
ro s
on d
e ce
ntro
a c
entro
de
varil
la. A
men
os q
ue s
e in
diqu
e lo
con
trario
, las
var
illas
debe
n co
loca
rse
a 10
0mm
de
l
a su
perf
icie
de
conc
reto
mas
cer
cana
. E
l ace
ro d
e re
fuer
zo e
star
a su
jeto
rigi
dam
ente
a
l esp
acia
mie
nto
espe
cific
ado
mie
ntra
s el
con
cret
o es
col
ocad
o. T
odas
las
varil
las
d
eben
tras
lapa
rse
35 d
iam
etro
s a
men
os q
ue s
e in
diqu
e lo
con
trario
.A
cero
est
ruct
ural
: Tod
os lo
s pe
rnos
de
alta
tens
ion
debe
n se
r de
7/8"
a m
enos
que
se
indi
que
l
o co
ntra
rio.
Sol
dadu
ra: T
odas
las
cone
xion
es s
olda
das
debe
n se
r hec
has
por m
edio
del
pro
ceso
del
arc
o
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 119
FINAL REPORTFEBRUARY 2007
1200
1400
2500
1250
67000
73200
73200
67000
59630
593
90163
70
Not
as:
Adh
eren
cia
de la
min
a de
fibr
a de
car
bono
en
la lo
sa
Ant
es d
e la
adh
eren
cia
de la
s la
min
as d
e fib
ra d
e ca
rbon
o, la
s gr
ieta
s ex
iste
ntes
en
la
losa
de
conc
reto
deb
en s
er re
para
das
med
iant
e la
inye
ccio
n de
resi
na. L
a la
min
a de
fibr
a de
car
bono
deb
e sa
tisfa
cer l
as c
arac
teris
ticas
requ
erid
as c
omo
se m
uest
ra e
n la
tabl
a a
cont
inua
cion
. Se
debe
adh
erir
dos
capa
s de
lam
ina
de fi
bra
de c
arbo
no a
la lo
sa d
e co
ncre
to. E
n la
prim
er c
apa
la fi
bra
debe
ser
col
ocad
a en
dire
ccio
n tra
nsve
rsal
y la
se
gund
a de
be ir
di
recc
ion
long
itudi
nal.
Cad
a ca
pa d
ebe
ser a
dher
ida
con
resi
na
adhe
siva
com
o se
mue
stra
en
los
deta
lles.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 120
FINAL REPORTFEBRUARY 2007
8900
1300
8900
4450
4450
8900
490
490
1200
110
110 9
80
1400
650
2400
1810
1850
400
4450 1200
100
2350
1300
6001800
40
1300
650
4050
1200820
70
70
1250
300 140
400
80
2500
1400
1200980
1200
110
300820
1200
110
650
1200
490 490
650
1300
1200
1200
650
1300
1300
390
2400 600
4450
2350
1300
2400
40
Be
1200
750
1500
750
100
1300
1200
650
390
Le
390
390Le
390390
Le
390390
Le
370
1200
110
480
1200
1300
1300
650
1300
1200
1300
650
8900
6002400
2350
2440
1300 100
4450
40
1300
240750
1500
750510
240510
390390
Le
650
1200
390
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390390
Le
390390
Le
8900
1300
455
4551300
7507501500
240240 510
510
Le
1300
455455
455455
650
1200
Le
1200
650
Le
455
455
1300
Le
13
13
455
455
Le
390
390
Le
490
490
Le
1 1/4"
2 1/4"
3/4"
1.6
1.6
613
65
19
65
980
1110
1 3/8"
254
19
65
19
253
19
65
76
13102
81
114
19
13
65
65
76
480
610
305
476
254 910
1040
742
279
1.6
765
1.6
76
114
279
76
13
76
63
76
63
13
305
356 (Pilas 1 y7)
432(Pilas 2 y 6)
102
305
19
476
463
R305
19
65
19
65
910
780
19
610
1.6
613
1.6
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
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FINAL REPORTFEBRUARY 2007
ESCALA 1:10
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 122
FINAL REPORTFEBRUARY 2007
ESCALA 1:5
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 123
FINAL REPORTFEBRUARY 2007
ESCALA 1:5
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 124
FINAL REPORTFEBRUARY 2007
1120
80
400
150
700480
2550
1850
B
C-C
A-A
25984050
8100
2598
4050
900
552
B-B
C
552
900
400
2598
8100
4050
2598
900
552
4050
C
150
552
900
700
2550
1850
B
400
1200
A
7001850
480
600520 80A
HG
4650
9300
4650
4000
1000
7300
1000
1650
1650
4650
4000
9300
EF
2100
10002200
4501300450
4200
2100
1000
1000
1650 4650
GH
1000
1000
1650
4200
1000 2200
F E
1200
2200
4200
2100
4200
7300
9300
4650
9300
4000
1000
I-I
500400
1400
2300
JI
1000
16504650
E-E
1000
1000
J-J
1000
1650
500400
1400
2300
JI
F-F
500
1000
500400
1400
2300
G-G
1000
1000
500
2100
2300
1400500400
H-H
1600
ESCALA 1:100
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 125
FINAL REPORTFEBRUARY 2007
4850
9700
4000
4850
9700
600
4800
1600600
10001000
4800
1000
1850
4850
4850
4000
4850
9700
950
900
1000
4850
2500
2500
1000
900
950
2400
2400
4800
600 6001000 1600 1000
2850
1500500
500
9700
1000
7700
1000
1500500
500
500500
1500
2500
2500
1500500500
1000
600
1600
600
1000
E FFE
A-A
B-B
B A
CD
CD
B A
D-D
C-C
E-E
F-F
102
00
5100
21005100
102
00
1850
3600
7200
1000
1500 1850 1000
3600
1000
5100
1000
5100 2100
4000
7200
500500
5100
102
00
2500
1500
5100
4000
3600
7200
3600
1000
1500
1000
10001200280012001000
1200
650
102
00
1000
8200
1000
500500
1500
2500
1000
1200
900
900
12001000
6501500650
900
1200
650
1200
2500
1500500
500
500500 1500
2500
A-A
B-B
C-C
D-D
F-F
E-E
ABB A
CD
CD
1800
2400
4200
600
2350
2350
890
0
8900
8900
1500
2100
300300
2100
1500300
300
2400
G-G
H-H
I-I
FE
FE
GG
HH
I I
ESCALA 1:100
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 126
FINAL REPORTFEBRUARY 2007
4200
1000
2100
4200
1650
1650
1000
7300
1000
4650
9300
4000
450 1300 450
2200 1000
2100
1650
46501650
4000
4650
9300
4650
4450
2430
8900
300400
1700
4450
2430
1000
1020
4001700300
1020
1000
8100
4050
4050
8100
1850
2550
480 1120 640
2240700
4050
4050
1850
2550
700
1850
700 1700
700
520
2240
600
640
480
552
900
2598
2598
900552
150
150
640
1200
400
80
400
400
8900
10201000
4860
10001020
552
900
2598
2598
900552
4450
4450
80
1000
1000
100022001000
2300
1400400
500
1650
4000
9300
4650
4650
1000
1650
1000
2300
1400400
500
4200
2100
2100
2300
9300
1000
7300
1000
4200
1000
2200
1000
1000
5001200
5001
000
1400400
500
400500 1400
2300
F EF E
GH
GH
JI
JI
I-I
J-J
E-E
F-F
G-G
H-H
A-A
B-B
C-C
D-D
BB
D D
C C
A A
ESCALA 1:100
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 127
FINAL REPORTFEBRUARY 2007
1960
1350
1200
1300
1200
1350
1960
103
20
300900
802
800
358
800
802
358
103
20
1350
1960
358800
802
350
1960800
1200
1300
1200
1350
802
900
50
350
358
300900
900
900
A-A
B-B
C-C
B B
AA
C C
ESCALA 1:100
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 128
FINAL REPORTFEBRUARY 2007
8100
4050
4050
100 200
15@
250=3750
15@
250=3750
200100
2550
7001850
100
2@150
=3003007@250=1750100
1002@150
=300
3007@250=1750100
2550
7@250=1750 100
2@150
=300300100
1850 700
600
520
480 400
100200100
100280100
150
900
100 233233 233100
233233
900
100
100
233
150
♯5
B -1
B -♯
51
B -♯
412
♯5
10
B -
B -♯
53
♯5
3B -
15@
250=3750
4050
8100
100
200
15@
250=3750
4050
200
100
1120480
100280
100
♯5
3B -
B -♯
510
400
400
1850 700
280
1531
2350
1100
631
33-#5x6100
1B -
♯5
13 B -
14B -♯
5♯5
13
B -♯5
14
B -
7900
22-#5x7900
B -
3
240
54033-#5
x780
10
B -
B -
200
229
200
1222-
#4x630
200
mm
mm
#m
m
117 8 10943 65
550
540
35.
8
200
150
390
340
290
240
490
440
22.
225.
4
32.
328.
7
19.
115.
912.
79.
5
350
400
500
450
210
160
300
250
L3L2
L1 Anc
hor
Len
gth
Dia
mete
rH
ole
lengt
h
L4
Anc
hor
Bar
mm
46
33
36
43
39
23
20
29
26
Dia
mete
rH
ole
ESCALA 1:50
NO
TA
S:
Anc
laje
s: L
os h
uecos
de a
ncla
je d
eben
ser
per
fora
dos
con la
pro
fundi
dad
y dia
metr
o c
om
o lo m
uest
ra la
tabla
de
acuerd
o al
dia
metr
o d
e la
bar
ra d
e a
ncla
je.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 129
FINAL REPORTFEBRUARY 2007
9300
4650
4650
1000
7300
1000
1650
4000
1650
850
300
14@25
0=3500
14@250=3500
3003@250
=750
100
4200
21002100
100022001000
4501300450
1008@250=2000900
14@250=3500
4000
4650
9300
465014@25
0=3500
1650
300
100
1650
3@250
=750
300
1003@250
=750
4200
10016@250=4000100
G-G
H-H
I-I
♯10
F -
2F -♯
10
1
F -♯
84
F -♯
83
F -♯
84
F -
5♯
8F -♯
86
F -♯
411
12
F -♯4
8F -♯
5
F -♯
57
F -♯
59
F -♯
510
9300
4650
4650
1000
1650
4000
1650
1000
100
3@250
=750
300
6@250
=1500
14@250=3500
300
3@250
=750
100
2300
1400400500
1507@250=1750300
100
2300
1507@250=1750300100
1400400500
6F -♯8
F -5♯
812
F -♯
4F -
11♯
4
F -
1♯
10
17
F -♯
52
F -♯
10
9300
100
100
3@250
=750
300
28@250=
7000
3003@250
=750
2300
7@250=1750 150300100
F -♯
83
F -♯
513
150
F -♯
515
1♯
10
F -
♯8
5F -
4200
100
16@250=4000
100
2300
100300
1507@250=1750
♯5
7
♯8
3F -
F -
16♯
5F -
300100
2300
7@250=1750 150
2300
7@250=1750 150100300
4200
2100
2100
8@250=2000
100
100
5@250
=1250
750
4@250
=1000200
F -
7♯
5
4F -♯8
♯8
F -
3
8F -♯
5F
-10♯
5 F -♯
518
11
F -♯
4
♯4
F -
12
F -♯
510
♯5
F -
9
♯5
F -
14
5@220
=1100
♯5
9F -
DF
E
FE
D
ABC
AC B
ESC
ALA
1:5
0
L3L2
AN
CLA
JE
TA
MA
NO
#m
mm
mm
mm
m
39.5
150
160
204
12.7
200
210
235
15.9
240
250
266
19.1
290
300
297
22.2
340
350
338
25.4
390
400
369
28.7
440
450
3910
32.3
490
500
4311
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LA
JE
F -
20♯
5
20
F -♯
5
F -
20♯
5
♯5
F -
19
♯5
F -
19
19
F -♯
5♯
5F -
19
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 130
FINAL REPORTFEBRUARY 2007
9100
490
490
1F -8-#10x10080
1390
490
18-#10x1880
2F -
4000
2050
8-#10x8100
3F -
2050
1290
390
58-#8x1680
4F -
9100
390
390
12-#8x9880
5F -
302
8~2940
390
10-#8x3380
6F -
4000
240
22-#5x4480
F -
7
240
30-#5x1830
1590
240
F -
8
1300
1300
127
6~2400
720~0
720~0
2400
129°~90
°
141°
~180°
1300
129°
720
282
141°
16-#5x5160
F -
9
30-#5x2310
10
F -
7500
1330
4036~7500
1330
1782~0
1782~0
104°
~90°
166°~180°
6-#4x10210
11 F -
104°
1782
1330
212~308
166°
10-#4x3380
12
F -
13
F -
34-#5x2630
2096
58-#5x2580 240
240
F -
14
2146
240
240
9132
240
14-#5x9620
15
F -
240
4049
240
F -14-#5x4530
16
240
17
2432
7532
10-#5x2920
240
18
F -
240
F -
240
10-#5x8020
240
kg
kg
kg
kg
kg
kg
(33)
(18)
(58)
(10)
(10)
(30)
(30)
(215)
(18)
(68)
(10)
(311)
TOTAL
340
240
80-#5x580
19
F -
(80)
MAR
CALONGITUD
PESO
( )
ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
ESC
ALA
1:5
0
375
240
42-#5x620
F -
20
B1
B3
B10
B12
#5
#5
#5
#4
6100
7900
780
630
33
22
33
22
1.552
1.552
1.552
0.994
9.467
12.26
1
1.211
0.626
312
270
40
14
636
(42)
kg
F1
F2
F3
F4
F5
F6
F7
F8
F9
F10
F11
F12
F13
F14
F15
F16
F17
F18
F19
F20
#10
#10
#10
#8
#8
#8
#5
#5
#5
#5
#4
#4
#5
#5
#5
#5
#5
#5
#5
#5
10080
1880
8100
1680
9880
3380
4480
1830
5160
2310
10210
3380
2580
2630
9620
4530
8020
2920
580
620
8
18 8
58
12
10
22
30
16
30 6
10
58
34
14
14
10
10
80
42
6.404
6.404
6.404
3.973
3.973
3.973
1.552
1.552
1.552
1.552
0.994
0.994
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
64.55
2
12.04
0
51.87
2
6.675
39.25
3
13.42
9
6.953
2.840
8.008
3.585
10.14
9
3.360
4.004
4.082
14.93
0
7.031
12.44
7
4.532
0.900
0.962
#10
#8
#5
#4
516
217
415
387
471
134
153
85
128
108
61
34
232
139
209
98
124
45
72
40
3668
1148
992
2055
109
4304
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 131
FINAL REPORTFEBRUARY 2007
9700
4850
4850
1000
1850
4000
1850
1000
900
200
15@250=37
5019@250=
4750
100
4800
24002400
100060016006001000
1003@250
=750
3005@250
=12506@250=1500900
4800
100
3@250
=75030010@250=2500300
3@250
=750100
4850
9700
4850
100
19@250=
4750
19@250=4750
100
G-GH-H
I-I
9@250=2250
2500
150100
1500
9@250=2250
2500
150
500 500
100
2500
9@250=2250 150100
2500
9@250=2250 150100
9@250=2250
2500
150100
100 1509@250=2250
2500
1506@220
=1320630
9700
4850
4850
1000
900
950
4000
950
900
1000
F -♯
514
13
F -♯
5
12-2
F -♯
5
9F -♯
5
10
F -♯
5
11
F -♯
5
F -
16♯4
F -♯
415
F -1♯
10
F -♯
10
2F -♯
10
3
♯8
F -
5
♯8
4F - ♯
85
F - ♯
86
F -
♯8
F -
7F -♯
88
♯8
6F -
100
11@250=2750
2000
19@250=47
50100
8F -♯
8F -
16♯4
♯10
F -
3
F -♯
87
♯4
15
F -
♯10
1F -
12-1♯
5F - ♯5
13
F -
21♯
5F -
9700
2850
4000
2850
100
38@250=9500
100
4800
1600
1600
1600
100
100
3@250
=750
300
10@250=2500
300
3@250
=750
4800
2400
2400
100
1000
100
5@250
=1250
300
3@250
=750
3@250
=750
300250
11♯
5F -
F -
14♯
5F -
10♯5
12
F -♯
5
♯8
6F -
♯8
4F -
♯5
22
F -
F -
7♯
8 ♯10
1F -
♯5
19
F -
♯5
F -
17
♯5
4F -
♯5
F -
18
♯5
F -
20♯
84
F -
♯5
9F -
ABC
DE
F
GH I
I
GH
ABC
FE
D
♯5
F -
12-1
12-2
F -♯
5
14♯
5F -
16
F -♯
4
15
F -♯
4
ESCAL
A 1:
50
L3L2
AN
CLA
JE
TA
MA
NO
#m
mm
mm
mm
m
39.5
150
160
20
412.7
200
210
23
515.9
240
250
26
619.1
290
300
29
722.2
340
350
33
825.4
390
400
36
928.7
440
450
39
1032.3
490
500
43
1135.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LA
JE
Anc
hor:
The
anch
or h
oles
sha
ll be
dril
led
with
the
dept
h an
d di
amet
er a
s sh
own
in ta
ble
in
acco
rdin
g to
the
diam
eter
of a
ncho
r bar
.
F -♯
524
♯5
F -
24
F -
24♯
5
♯5
23
F -
♯5
23
F -
F -
23♯
5♯
523
F -
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 132
FINAL REPORTFEBRUARY 2007
490
490
9500
8-#10x10480
F -
1
490
2065~1690
F -8-#10x2370
214-#10x1880
1390
3F -
490
F -
4600
2250
8-#8x9100
4
2250
1501~
1823
12-#8x2060
65
1290
50-#8x1680
390
F -
F -
390
9500
390
390
F -14-#8x10280
7
3140~3332
390
F -10-#8x3630
8
F -4600
240
24-#5x5080
9
240
198
2~1838
240
10F -8-#
5x2150
240
22-#5x2030
1790
11
F -
F -
1397
1397
8-#5x4970
12-1
1397
130°~90
°
1397
1708~2640
3000140°
~180°
10-
#5x6000
1673~3000
12-2
F -
864~0
864~0
990
240
8-#5x1350
1182~1038
13
F -
240
22-#5x1230
14
F -
1397
106°
~90°
1397
7900
2012
~0
8-#4x10780
15
F -4031~79
00
164°~180°
2012
~0
1724
240
240
5970
1179
1179
240
240
124°
146°
146°
14-#5x6450
21
F -
14-#5x4570
22
F -
240
240
2296
16
F -10-#4x2560
240
2012
106°
392~215
164°
17
F -62-#
5x2780
38-#5x2830
F -
18
2346
240
240
F -
9532
240
16-#5x10020
19
240
4642
240
20
F -16-#5x5130
240
kg
kg
(10)
(10)
(22)
(22)
(50)
(14)
(14)
(60)
(194)
(10)
(278)
TOTAL
340
240
100-#5x580
23
F -
kg
kg
kg
kg
(100)
MARCA
LONGITUD
PESO
( )
ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
ESCAL
A 1:
50
24
F -50-#5x620
240
375
(50)
F1
F2
F3
F4
F5
F6
F7
F8
F9
F10
F11
F12
-1
F12
-2
F13
F14
F15
F16
F17
F18
F19
F20
F21
F22
F23
F24
#10
#10
#10
#8
#8
#8
#8
#8
#5
#5
#5
#5
#5
#5
#5
#4
#4
#5
#5
#5
#5
#5
#5
#5
#5
10480
2370
1880
9100
2060
1680
10280
3630
5080
2150
2030
4970
6000
1350
1230
10780
2560
2780
2830
10020
5130
6450
4570
580
620
8 8
14 8
12
50
14
10
24 8
22
87
10 8
22 8
10
62
38
16
16
14
14
100
50
6.404
6.404
6.404
3.973
3.973
3.973
3.973
3.973
1.552
1.552
1.552
1.552
1.552
1.552
1.552
0.994
0.994
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
67.114
15.177
12.040
36.154
8.184
6.675
40.842
14.422
7.884
3.337
3.151
7.713
9.312
2.095
1.909
10.715
2.545
4.315
4.392
15.551
7.962
10.010
7.093
0.900
0.962
#10
#8
#5
#4
537
121
169
289
98
334
572
144
189
27
69
671
93
17
42
86
25
268
167
249
127
140
99
90
48
4671
827
1437
2296
111
4671
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 133
FINAL REPORTFEBRUARY 2007
102
00
5100
5100
1000
2100
4000
2100
1000
900
20@250=
5000
100
7200
36003600
10001850150018501000
10014@250=350010@250=2500200900
7200
10028@250=7000100
5100
102
00
5100
20@250=
5000
100
20@250=5000
100
102
00
5100
5100
3100
4000
3100
100
12@250=3000
2000
20@250=
5000
100
500 500
100 9@250=2250 150
1500
2500
1500500500
2500
1509@250=2250100
10200
4000
3100
3100
100
40@250=10000
100
2500
9@250=2250 150100
1508@220=1760190
100 1509@250=2250
2500
7200
3600
3600
1000
1850
1500
1850
1000
2500
9@250=2250 150100
100 1509@250=2250
2500
100
11@250=2750
750
14@
250=3500
100
7200
1850
1000
1500
1850
1000
100
28@250=7000
100
G-G
H-H
I-I
F -
15♯
5
14
F -♯
5
13
F -♯
512
F -♯
5
F -♯
59
10
F -♯
5
8F -♯
8♯
87
F -
♯10
1F -
♯10
6F -♯
8F -
4
♯10
F -
5
♯10
F -
5
♯10
F -
6
F -
2♯
103
F -♯
10
♯8
F -
4
17♯
5F -
7F -♯8
F -
1♯
10
F -
19♯
5
♯8
F -
4
♯5
F -
910
F -♯
5 ♯10
6F -
♯5
F -
15
24
F -♯
5♯
5F -
23
14♯
5F -
♯5
♯5
F -
21
F -
22
F -1♯
10
♯10
F -
3
F -
8♯8
♯5
14
F -
♯8
7F -
F -♯
515
♯5
14
F -
♯5
F -
13
18
F -♯
5
20
F -♯
5♯8
F -
4♯5
F -
9
11
F -♯
5
200
16@250=4000
16
F -♯
5
ESC
ALA
1:5
0
L3L2
AN
CLA
JE
TAM
AN
O
#m
mm
mm
mm
m3
9.5
150
160
20
412.
7200
210
23
515.
9240
250
26
619.
1290
300
29
722.
2340
350
33
825.
4390
400
36
928.
7440
450
39
1032.
3490
500
43
1135.
8540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
Anc
hor:
The
anch
or h
oles
sha
ll be
dril
led
with
the
dept
h an
d di
amet
er a
s sh
own
in ta
ble
in
acco
rdin
g to
the
diam
eter
of a
ncho
r bar
.
F -
26♯
5
♯5
F -
26
♯5
16
F -
F -
13♯
5
F -
12♯
5
♯5
F -
25
F -♯
525
ABC
ABC
F F
E E
D D
I
GH
HG
I
♯5
26
F -
F -♯
525
♯5
25
F -
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 134
FINAL REPORTFEBRUARY 2007
490
10000
8-#10x10980
1F -
490
2490~
1490
490
20-
#10x2480
F -
2
490
22-#10x1880
3F -
1390
7000
2250
8-#8x11500
F -
4
22501390
46-#10x1880
6F -
490
490
20-
#10x2480
2490~
1490
5F -
10000
390
39024-#8x10780
F -
7
3390
390
10-#8x3780
F -
8
7000
240
26-#5x7480
F -
9
240
10
2990
240
F -22-#5x3230
F -3034~3182
240
8-#5x3350
11
1430~1950
1430~1950
4128~84
00
2193~0
2193~0
18-#5
x11840
12
F -
1430
304
2193
10-#5x3930
13
F -
1397~1950
4067~5400
1397~1950
866~0
866~0
20-#5x8950
F -
14
1532
866
F -
1397
22-#5x3800
15
8-#5x3920
1574~1722
866
1397
F -
16
240
240
2296
66-#5x2780 F - 17
F -
240
2338
240
58-#5x2820 18
19
10042
240
F -16-#5x10530
240
240
7032
240
16-#5x7520
F -
20
5896
240
240
21
F -12-#5x6380
240
2896
240
1793
1793
F -12-#5x6970
23
135°
135°
135°
135°
5722~
5459
240
240
126°
~96°
126°
~96°
F -4-#5x6080
22
240
240
2592~2033
1522~1240
1522~1240 144°
~17
4°14
4°
~174
°
4-#5x5560
24
F -
104°
~90°
104°
130°~90
°130
°
130°
kg
kg
kg
kg
kg
(22)
(10)
(22)
(10)
(46)
(20)
(22)
(88)
(10)
(30
6)
(40
4)TOTAL
F -
240
25
340
140-#5x580
(140)
MARCA
LONGITUD
PESO
( )
ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
ESC
ALA
1:
50
375
F -
26
240
114-#5x620
(112)
F1
F2
F3
F4
F5
F6
F7
F8
F9
F10
F11
F12
F13
F14
F15
F16
F17
F18
F19
F20
F21
F22
F23
F24
F25
F26
#10
#10
#10
#8
#10
#10
#8
#8
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
10980
2480
1880
11500
2480
1880
10780
3780
7480
3230
3350
11840
3930
8950
3800
3920
2480
2820
10530
7520
6380
6080
6970
5560
580
620
8
20
22 8
20
46
24
10
26
22 8
18
10
20
22 8
66
58
16
16
12 4
12 4
140
112
6.404
6.404
6.404
3.973
6.404
6.404
3.973
3.973
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
70.316
15.882
12.040
45.690
15.882
12.040
42.829
15.018
11.609
5.013
5.199
18.376
6.099
13.890
5.898
6.084
3.849
4.377
16.343
11.671
9.902
9.436
10.817
8.629
0.900
0.962
#10
#8
#5
563
318
265
366
318
554
1028
150
302
110
42
331
61
278
130
49
254
254
261
187
119
38
130
35
126
108
6377
2018
1544
2815
6377
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 135
FINAL REPORTFEBRUARY 2007
2400
100100
8@250=2000100100
300
100100100
100
300
100 100
1500
2100
8900
100 100
34@250=8500
100100
2400
6001800
100100
8@250=2000100100
2350
4200
2350
34@250=8500
8900
100
100
100100
2100
1500
100
300
100
100
100
300
100100
8700
8700
6917
4150
4175
2348
2335
2348
2335
B -8-#8x87
001
4-#8x
8850
B -
2
24-#5x8700
B -
3 4B -4-#
5x69
20
4-#5x8850
B -
5
2200
2200
100
34-#5x4700
B -6
1622~2158
1622~2158
34-#5x4080
B -
7
100
440
240 210-#5x680
8B -
B -1♯
8
B -2♯
8
B -
4♯
5♯5
B -3
5♯
5B -
6B -♯
5
B -7♯
5
B -
1♯
8
B -♯
81
B -6♯
5
♯5
8B -
8B -♯
5
B -8♯
5
100
100
100100
8900
34@250=8500
C-C
A-A
BB
B-B
A
C C
A
8B -♯
5
ESCALA 1:50
L3L2
AN
CLAJE
TA
MAN
O
#m
mm
mm
mm
m
39.
515
016
020
412
.720
021
023
515
.924
025
026
619
.129
030
029
722
.234
035
033
825
.439
040
036
928
.744
045
039
10
32.3
490
500
4311
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
NO
TA
S:
Anc
laje
s: L
os
hueco
s de
anc
laje
deben s
er
per
fora
dos
con
la p
rofu
ndi
dad
y dia
metr
o c
om
o lo m
uest
ra la
tabla
de a
cuerd
o a
l di
amet
ro d
e la
bar
ra d
e an
cla
je.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 136
FINAL REPORTFEBRUARY 2007
2500
9@250=2250 150100
2500
9@250=2250 150100
40@250=10000
3100
10200
16@250=4000
F -
14
♯8
500500
12@250=3000
3100
5100
102
00
20@250=5000
102
00
5100
2100
5100
102
00
2500
1500
1509@250=2250100
100
♯10
F -
3
F -
8♯8
200
10@250=2500
1850
3600
7200900
1000
14@250=3500 100
1500 1850 1000
3600
100
F -
8
♯5
♯5
♯5
F -
11
F -
10
F -
9
♯5
♯5
F -
14
15
F -
900 200
1000
♯5
F -
16
F -
500 500 1500
20@250=
5000
3100
5100
4000
190 8@220=1760 150
2000
♯5
F -
♯5
F -
21
♯5
22
♯5
13
F -
100
2500
100
♯5
♯5
9@250=2250 150
F -1♯
1015
F -
F -
14
♯8
7
♯10
20@250=
5000
5100
20@250=
5000
1000
5100
2100
♯8
I-I
F -
7
4000
F -
♯5
F -
13
J-J
♯5
12
K-K
♯10
F -
1F -
2
9@250=2250
2500
28@250=7000
7200
100
100
♯10
♯8
♯10
F -
F -
5 6
F -
4
150
♯10
♯10
♯10
100
100
6F -
F -
5
F -
3
100
100
♯8
28@250=7000
1850
7200
F -
20
1850
1000
100
1500
♯5
4F -
F -
9♯
5
1000
F -
13♯
5
100
♯5
14@
250=3500
1850
3600
7200
3100
♯5
11@250=2750
1850
3600
1000
F -
F -
10
100
♯10
6
♯5
15
F -
1500
23
F -
750
♯5
F -
24
♯5
F -
14
F -♯
519
4000
1000
100 1509@250=2250
2500
F -♯
84
♯5100
9F -
1F -♯
10
F -
17
F -♯
5
♯8
4
F -7♯8
100
L3L2
AN
CLA
JE
TA
MA
NO
#m
mm
mm
mm
m
39.5
150
160
204
12.7
200
210
235
15.9
240
250
266
19.1
290
300
297
22.2
340
350
338
25.4
390
400
369
28.7
440
450
3910
32.3
490
500
4311
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LA
JE
ESCAL
A 1:
50
♯5
F -
16
F -
12♯
5
F -
25♯
5
F -
26♯
5
F -♯
525
♯5
F -
26
18
F -♯
5
F -
26♯
5
♯5
25
F -
F -
25♯5
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 137
FINAL REPORTFEBRUARY 2007
490
10000
8-#10x10980
1F -
490
2490~
1490
490
20-
#10x2480
F -
2
490
22-#10x1880
3F -
1390
7000
2250
8-#8x11500
F -
4
2250
1390
46-#10x1880
6F -
490
490
20-
#10x2480
2490~
1490
5F -
10000
390
39024-#8x10780
F -
7
3390
390
10-#8x3780
F -
8
7000
240
26-#5x7480
F -
9
240
10
2990
240
F -22-#5x3230
F -3034~3182
240
8-#5x3350
11
1430~1950
1430~1950
4128~84
00
2193~0
2193~0
18-#5
x11840
12
F -
1430
304
2193
10-#5x3930
13
F -
1397~1950
4067~5400
1397~1950
866~0
866~0
20-#5x8950
F -
14
1532
866
F -
1397
22-#5x3800
15
8-#5x3920
1574~1722
866
1397
F -
16
240
240
2296
66-#5x2780 F - 17
F -
240
2338
240
58-#5x2820 18
19
10042
240
F -16-#5x10530
240
240
7032
240
16-#5x7520
F -
20
5896
240
240
21
F -12-#5x6380
240
2896
240
1793
1793
F -12-#5x6970
23
135°
135°
135°
135°
5722~
5459
240
240
126°
~96°
126°
~96°
F -4-#5x6080
22
240
240
2592~2033
1522~1240
1522~1240 144°
~17
4°14
4°
~174
°
4-#5x5560
24
F -
104°
~90°
104°
130°~90
°130
°
130°
kg
kg
kg
kg
kg
(22)
(10)
(22)
(10)
(46)
(20)
(22)
(88)
(10)
(51
6)
(61
4)TOTAL
(210)
340
240
324-#5x580
25
F -
(140)
MARCA
LONGITUD
PESO
( )
ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
ESCAL
A 1:
50
375
F -
26
240
112-#5x620
B1
B2
B3
B4
B5
B6
B7
B8
#8
#8
#5
#5
#5
#5
#5
#5
8700
8850
8700
6920
8850
4700
4080
680
8 4
24 4 4
34
34
210
3.973
3.973
1.552
1.552
1.552
1.552
1.552
1.552
34.565
35.161
13.502
10.740
13.735
7.294
6.332
1.055
277
141
324
43
55
248
215
222
1525
(112)
kg
F1
F2
F3
F4
F5
F6
F7
F8
F9
F10
F11
F12
F13
F14
F15
F16
F17
F18
F19
F20
F21
F22
F23
F24
F25
F26
#10
#10
#10
#8
#10
#10
#8
#8
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
#5
10980
2480
1880
11500
2480
1880
10780
3780
7480
3230
3350
11840
3930
8950
3800
3920
2480
2820
10530
7520
6380
6080
6970
5560
580
620
8
20
22 8
20
46
24
10
26
22 8
18
10
20
22 8
66
58
16
16
12 4
12 4
140
112
6.404
6.404
6.404
3.973
6.404
6.404
3.973
3.973
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
70.316
15.882
12.040
45.690
15.882
12.040
42.829
15.018
11.609
5.013
5.199
18.376
6.099
13.890
5.898
6.084
3.849
4.377
16.343
11.671
9.902
9.436
10.817
8.629
0.900
0.962
#10
#8
#5
563
318
265
366
318
554
1028
150
302
110
42
331
61
278
130
49
254
254
261
187
119
38
130
35
126
108
6377
2018
1962
3922
7902
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 138
FINAL REPORTFEBRUARY 2007
4450
4450
8900
♯6100
16@250=4000
4450
2430
8900
B -
B -
1002@200
=400
6@250=1500 100
300 400 1700
5♯
6
700
5@140
=700
200
4@205
=820
100
125
125
16@250=4000
225
100
♯6
♯6
4450
2430
4@2
00
=800
1000
1020
7♯
6
100
B -
6
B -
8
B -4♯
6B -6♯
6
B -8
20-#6x1300
440
8700
860
B -
5♯
6
100
4@205
=820
200
100
225
100
400
2@200
=4001006@250=1500
1700
B -2♯
5B -
5
300
1020
4@2
00
=800
1000
B -
7♯
6
820
1160
B -20-#6x1600
6B -
820
7
440
6-#6x
2960
440
16-#5x8700
22-#5x7900
4B -
3B -
16@250=4000
8100
4050
15@250=
3750
15@250=
3750
4050
8100
7@250=1750
1850
2550
100280
100 1002@220
=440
100
480 1120 640
2240
3002@150
=300
100
700
400
100 200
4050
15@
250=
3750
16@250=4000
225
100
125
125
4B -♯
5
B -
3♯5
B -
B - 150
100
B -
3
15@
250=
3750
4050
14♯
5900
200
100
100
233
233
♯5
13
23310
0♯
53♯
5B -
6♯
6B -
1850
700
5@140
=700
1850
7@250=1750
2550
7@250=1750
200
7900
33-#5x6100
631
280
1700
6@250=1500 100
1531
400
200100 2
25 100
B -9♯
5
♯5
10
B -
B -
1
1100
700
300
2@150
=300100
780
2200
2200
2350
B -36-#5x5720
2
240
54033-
#5x780
B -
10
440
9♯
5B -
♯5
2B -
240
B -♯
510
34-#5x1020
9B -
700
300
2@150
=300100
100
200
100 400
100
100
♯5
B -
14
900
100
200
150
233
233
233
100
100
♯5
1B -
♯5
B -
13
520
2240
100
440
100
600
640
♯4
11
B -
100
280
100
480
100
1♯5
B -
12♯4
B -
800
10-#6x2920
8B -
800
440
22-#4x630
B -
12
229
200
200
17-#4x870
B -
200 11
200
469
ESCALA 1:50
L3L2
AN
CLAJE
TA
MAN
O
#m
mm
mm
mm
m
39.
515
016
020
412
.720
021
023
515
.924
025
026
619
.129
030
029
722
.234
035
033
825
.439
040
036
928
.744
045
039
1032
.349
050
043
1135
.854
055
046
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LAJE
NO
TAS:
Anc
laje
s: L
os h
ueco
s de
ancla
je d
eben
ser
perf
ora
dos
con
la p
rofu
ndid
ady
dia
metr
o c
om
o lo m
uest
ra la
tabla
de a
cuerd
o a
l dia
met
ro d
e la
bar
ra d
e an
claj
e.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 139
FINAL REPORTFEBRUARY 2007
9300
4650
4650
1000
7300
1000
1650
4000
1650
850
300
14@25
0=3500
14@250=3500
3003@250
=750
100
4200
21002100
100022001000
4501300450
1008@250=2000900
14@250=3500
4000
4650
9300
465014@25
0=3500
1650
300
100
1650
3@250
=750
300
1003@250
=750
4200
10016@250=4000100
G-G
H-H
I-I
♯10
F -
2F -♯
10
1
F -♯
84
F -♯
83
F -♯
84
F -
5♯
8F -♯
86
F -♯
411
12
F -♯
4
8F -♯
5
F -♯
57
F -♯
59
F -♯
510
9300
4650
4650
1000
1650
4000
1650
1000
100
3@250
=750
300
6@250
=1500
14@250=3500
300
3@250
=750
100
2300
1400400500
1507@250=1750300
100
2300
1507@250=1750300100
1400400500
6F -♯8
F -5♯
812
F -♯
4F -
11♯
4
F -
1♯
10
17
F -♯
52
F -♯
10
9300
100
100
3@250
=750
300
28@250=
7000
3003@250
=750
2300
7@250=1750 150300100
F -♯
83
F -♯
513
150
F -♯
515
1♯
10
F -
♯8
5F -
4200
100
16@250=4000
100
2300
100300
1507@250=1750
♯5
7
♯8
3F -
F -
16♯
5F -
300100
2300
7@250=1750 150
2300
7@250=1750 150100300
4200
2100
2100
8@250=2000
100
100
5@250
=1250
750
4@250
=1000200
F -
7♯
5
4F -♯8
♯8
F -
3
8F -♯
5F
-10♯
5 F -♯
518
11
F -♯
4
♯4
F -
12
F -♯
510
♯5
F -
9
♯5
F -
14
5@220
=1100
♯5
9F -
DF
E
FE
D
ABC
AC B
ESC
ALA
1:5
0
L3L2
AN
CLA
JE
TA
MA
NO
#m
mm
mm
mm
m
39.5
150
160
20
412.7
200
210
23
515.9
240
250
26
619.1
290
300
29
722.2
340
350
33
825.4
390
400
36
928.7
440
450
39
10
32.3
490
500
43
11
35.8
540
550
46
L4
L1
MA
RC
A
DETA
LLE D
E A
NC
LA
JE
Anc
hor:
The
anch
or h
oles
sha
ll be
dril
led
with
the
dept
h an
d di
amet
er a
s sh
own
in ta
ble
in
acco
rdin
g to
the
diam
eter
of a
ncho
r bar
.
♯5
20
F -
♯5
20
F -♯
5
F -
20
♯5
F -
19
♯5
19
F -
F -♯
519
19
F -♯
5
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 140
FINAL REPORTFEBRUARY 2007
9100
490
490
1F -8-#10x1
0080
1390
490
18-#10x18
802
F -
4000
2050
8-#10x8100
3F -
2050
1290
390
58-#8x1680
4F -
9100
390
390
12-#8x9880
5F -
3028~2940
390
10-#8x3380
6F -
4000
240
22-#5x4480
F -
7
240
30-#5x1830
1590
240
F -8
1300
1300
1276~2400
720~0
720~0
2400
129°~90
°
141°
~180°
1300
129°
720
282
141°
16-#5x5160
F -
9
30-#5x2310
10
F -
7500
1330
4036~7500
1330
1782~0
1782~0
104°
~90°
166°~180°
6-#4x10210
11
F -
104°
1782
1330
212~308
166°
10-#4x3380
12
F -
13
F -
34-#5x2630
2096
58-#5x2580 240
240
F -
14
2146
240
240
9132
240
14-#5x9620
15
F -
240
4049
240
F -14-#5x4530
16
240
17
2432
7532
10-#5x2920
240
18
F -
240
F -
240
10-#5x8020
240
kg
kg
kg
kg
kg
kg
kg
kg
(34)
(33)
(18)
(58)
(10)
(10)
(30)
(30)
(249)
(18)
(68)
(10)
(345)
TOTAL
F -
240
19
340
80-#5x580
(80)
MARCA
LONGITUD
PESO
( ) ANCLAJE
(kg/m)
kg
kg
ACERO DE REFUERZO
ESCA
LA
1:50
20
F -42-#5x620
240
375
B1
B2
B3
B4
B5
B6
B7
B8
B9
B10
B11
B12
#5
#5
#5
#5
#6
#6
#6
#6
#5
#5
#4
#4
6100
5720
7900
8700
1300
1600
2960
2920
1020
780
870
630
33
36
22
16
20
20 6 10
34
33
17
22
1.552
1.552
1.552
1.552
2.235
2.235
2.235
2.235
1.552
1.552
0.994
0.994
9.467
8.877
12.261
13.502
2.906
3.576
6.616
6.526
1.583
1.211
0.865
0.626
312
320
270
216
58
72
40
65
54
40
15
14
1476
(42)
F1
F2
F3
F4
F5
F6
F7
F8
F9
F10
F11
F12
F13
F14
F15
F16
F17
F18
F19
F20
#10
#10
#10 #8
#8
#8
#5
#5
#5
#5
#4
#4
#5
#5
#5
#5
#5
#5
#5
#5
10080
1880
8100
1680
9880
3380
4480
1830
5160
2310
10210
3380
2580
2630
9620
4530
8020
2920
580
620
8 18 8 58
12
10
22
30
16
30 6 10
58
34
14
14
10
10
80
42
6.404
6.404
6.404
3.973
3.973
3.973
1.552
1.552
1.552
1.552
0.994
0.994
1.552
1.552
1.552
1.552
1.552
1.552
1.552
1.552
64.552
12.040
51.872
6.675
39.253
13.429
6.953
2.840
8.008
3.585
10.149
3.360
4.004
4.082
14.930
7.031
12.447
4.532
0.900
0.962
#10
#8
#6
#5
#4
516
217
415
387
471
134
153
85
128
108
61
34
232
139
209
98
124
45
72
40
3668
1148
992
235
2645
124
5144
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 141
FINAL REPORTFEBRUARY 2007
900
50
900
100
150
100
350
900
103
20
1960
1350
1200
1300
1200
1350
1960
358
800
802
200
[email protected]=1660
100
100
4@2
50
=10
00100
100
200
[email protected]=1660
802
800
358
100
4@2
50
=10
00100
900300
1003@200
=600100
100
B -♯
45
4B -♯
4
2B
-♯
5
1B -♯
10
3B -♯
5
5B -♯
4
♯4
B -4
2B -♯
5B -♯
53
B -♯
51
2B
-♯
53
B -♯
53
B -♯
52
B -♯5
100
4@2
50
=10
00100
358
800
802
[email protected]=1660
200
100
100
4@2
50
=10
00100
100
[email protected]=1660
200
802
800
358
1960
1350
1200
1300
1200
1350
1960
103
20
350
100150
100
100
3@200
=600100
100
B -♯
101
♯5
6B -
2@100
=200100
700
700
B -26-#10x1850
1
150
B -210-#5x1660
1660
240
39026-#5x630
B -6
600
600
B -5
150
6-#4x1650
590
B -20-#4x740
4
150
10-#5x1000
B -31000
B1
B2
B3
B4
B5
B6
#10
#5
#5
#4
#4
#5
1850
1660
1000
740
1650
630
26
10
10
20 6
26
6.404
1.552
1.552
0.994
0.994
1.552
11.847
2.576
1.552
0.736
1.640
0.978
#10 #5
#4
308
26
16
15
10
25
400
308
67
25
400
kg
kg
kg
kg
kg
(26)
(26)
(26)
TOTAL
ESCALA 1:50 L3L2
AN
CLA
JE
TA
MAN
O
#m
mm
mm
mm
m3
9.5
150
160
20
412.
720
021
023
515.
924
025
026
619.
129
030
029
722.
234
035
033
825.
439
040
036
928.
744
045
039
1032.
349
050
043
1135.
854
055
046
L4
L1
MAR
CA
DETALLE D
E A
NC
LAJE
MAR
CALONGITUD
PESO
( )
ANCL
AJE
(kg/m)
kg
kg
ACERO DE REFUERZO
NO
TA
S:
Ancla
jes:
Los
hueco
s de
anc
laje
deben s
er
per
fora
dos
con
la p
rofu
ndi
dad
y dia
metr
o c
om
o lo m
uest
ra la
tabla
de a
cuerd
o a
l di
ametr
o d
e la
bar
ra d
e an
cla
je.
THE STUDY ON CAPACITY DEVELOPMENT IN BRIDGE REHABILITATION PLANNING, MAINTENANCE AND MANAGEMENT BASED ON 29 BRIDGES OF NATIONAL HIGHWAY NETWORK IN COSTA RICA
JICA STUDY TEAMORIENTAL CONSULTANTS CO., LTD.CHODAI CO., LTD
A1 - 142
FINAL REPORTFEBRUARY 2007