HomeMy WebLinkAbout4093-5W
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See corner steel detail
Omit rounding
-+i x-125 mm (511) for i pes
450 19 mm (��") Chamfer 4'0�� mm = 19 mm (�'�") YAD Lj2 W less pthan
i9 mm (%") Chamfe .)� � t Chamfer r u `1 1200 mm (48") diameter
--� -,- C- u �--
'Horn I o H
H� I D I I I (� I I Corner Stee I j
11 Deta i II
200 L --.� �+- D or 600 mm (24'0 Min 190 mm (71 '7 190 mm (7%2") -+•� 190 mm (7V2")
200��- L m (8")�� /2 I�190 mm 230 mm (9 7++ -
mm (8") L (7V211) o" 610 mm
FRONT ELEVATION FRONT ELEVATION 23o mm (9")-.�612411)R�.-- "'E (24f1)
SINGLE HEADWALL DOUBLE HEADWALL FRONT ELEVATION "L" HEADWALL SECTION "L" HEADWALL
Omit rounding for pipes
less than 1200 mm (48') diameter
23
mm
(9")
190 mm
190 mm -_1 (71/z')
(7V211)
tom LINE E
(24"I
SECTION. SINGLE &
DOUBLE HEADWALLS
LINE "B"
D
H SINGLE
L Steel
Cone
DOUBLE
Steel
Cone
300 mm (12��)
.
810 mm (3211) 1500 mm (5.0) 16 kg (35 Ib)
0,45 m
(0.60 CY)
2500 mm (8.01) 24 k (50 Ib)
0.74 m
(0.94 CY)
375 mm (15")
885 mm (35') 1800 mm (6.01) IS k (40 Ib)
0.56
(0.75 CY)
2950 mm (9.51) 28 k (60 Ib)
0.91 m3
(1.17 CY)
450 mm (1811)
960 mm (3811 2100 mm (7.01 22 kg (50 lb)
0.68 M3
(0.91CY)
3250 mm (10.51 34 kg (75 Ib)
1.04 m3 (1.35 CY)
525 mm- (21')
1035 mm (41') 2250 mm (7.51) 26 k (60 Ib)
0,76 m
(1,02 CY)
3550 mm (11.51 40 kg. (90 lb)
1.18 m3
(1.52 CY)
600 mm (24")
1110 mm (4419) 2550 mm (851) 34 k (75 Ib)
0.90 m3
(1.20 CY)
3850 mm (1251 46 kg (100 Ib)
1.32 m3
(1.72 CY)
675 mm (2711
1185 mm (471 2850 mm (9.51) 38 kg (85 lb)
1.04 m3
(1.39 CY)
4300 mm (14.01 52 kg (115 Ib)
153 m3
(2.00 CY)
750• mm (3010 1260 mm (50'1 3000 mm (10.01) 40 k (85 Ib)
1.13 0
(1.52 CY)
4600 mm (15.01) 54 kg (126 Ib)
1.69 m
(221 CY)
825 mm (33")
1335 mm (5311) 3300 mm (11.01 44 kg U00 Ib)
1.29 m3
(1.73 CY)
4900 mm (16.01 58 kg (130 (b)
1.86 m
(2.42 CY)
900 mm (36")
1410 mm (56") 3600 mm (12.01 46 kg (105 lb)
1.46 m3
0.95 CY)
5200 mm (17.01) 66 k (145 Ib)
2.03 m
(265 CY)
975 mm (39")
1485 mm (59") 3750 mm (12.5') 58 kg (130 Ib)
1.57 m3 (2.09 CY)
5500 mm (18.0') 78 kg (170 Ib)
2.21
(2.88 CY)
1050 mm (42") 1560 mm (62') 4050 mm (13.51) 62 kg (140 Ib)
1.75 m
(2.34 CY)
5800 mm (19.01 84 kg 085 ;b)
2.39 m
(3.13 CY)
1125 mm (4511)
1635 mm (65") 4350 mm (14.51) 66 kg (150 Ib)
1.94 m3
(2.60 CY)
6100 mm (20.0') 88 k (195 ib)
2,58
(3.38 CY)
1200 mm (48")
1710 mm (68") 4500 mm (15.01 70 kg (160 Ib)
2.06 m2I
(2.75 CY)
6400 mm (21.01 90 kg (200 Ib)I
2.78
(3.64 CY)
1275 mm (51)
1785 mm (7111) 4800 mm (16.01) 80 kg (180 Ib)
2.26 m3
(3.03 CY)
6850 mm (22.51)102 k (225 Ib)I
3.06 m3
(4,02 CY)
1350 mm (5411) 1860 mm (7411) 5100 mm (17.01 84 kg (190 Ib)
2.47 m3
(3.31 CY)
7150 mm (23.51) 108 k (240 Ib)I
3.27 m
(4.30 CY}
STRAIGHT HEADWALLS
DIST COUNTY ROUTE KILOMETER POST SHEET TOTAL
TOTAL PROJECT I NO. SHEETS
et.- OfESS/p
REGISTERED CIVIL ENGINEER 6� V pNSC
���• Fso
GI
July 1. 2002
" c. 034547 m
PLANS A"RDYAL DATE #
Tns SYvfa cr o4vorria or its 0n7oeraCIVIL
ar
or ccm#&Wxm a"° oar � ' c cW a ford°,tis °p an +h or CAL,s��
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NOTES
H
I. No deduction made in quantities for thickness of
N
pipe walls.
0
2. All reinforcing steel 4113M (04) bars. All vertical and
2800 mm (11211)
Steel Cone
horizontal tie bars 450 mm (18") maximum spacing.
810 mm (32')
3. Length of wall "W" may be varied to suit conditions
22 kg (50 Ib)
encountered in the field, and straight line
v
interpolation may be used to calculate quantities.
0.73 m3
(0.98 CY)
C
4. ouantities are for design purposes only.
M
�
5. Cable railing to be installed on top of headwall
SHAFT PER 225 mm (9
when shown on Project Plans. See Standard Plan
---
BII-47 for cable railing details.
305 mm 05'1
885 mm (351
C
24 kg (55 Ib)
Z
(0.91 CY)
28 kg (65 Ib)
0.83 0
(I.II CY)
---
---
• 650 mm 2'-2"
900 mm (3 -0)
FOR UN-
---
ANGLE PER STD. NO. 2060
STANDARD CURB W/NO SUPPORT BAR
v
---
---
D
H
L/2
1000 mm (4011)
Steel Cone
1450 mm (581
Steel Cone
LENGTH OF W
1900 mm (76')
Steel Cone
2350 mm (9411)
Steel Cone
2800 mm (11211)
Steel Cone
300 mm (1211
810 mm (32')
750 mm (3011)
22 kg (50 Ib)
0.59 m 3
(0.79 CY)
26 kg (60 it))
0.73 m3
(0.98 CY)
---
---
M
�
---
SHAFT PER 225 mm (9
---
---
---
305 mm 05'1
885 mm (351
900 mm (36')
24 kg (55 Ib)
0.68 m3
(0.91 CY)
28 kg (65 Ib)
0.83 0
(I.II CY)
---
---
• 650 mm 2'-2"
900 mm (3 -0)
FOR UN-
---
ANGLE PER STD. NO. 2060
STANDARD CURB W/NO SUPPORT BAR
---
---
---
450 mm 0811
960 mm (31111)
1050 mm (4211)
28 kg (65 Ib)
0.78 m3
(1.04 CY)
32 kg (75 Ib)
0.94 m
(1.25 CY)
---
---
-
---
MiN H
---
---
---
525 mm (21')
1035 mm (41')
1125 mm (45')
32 kg (75 Ib)
0.86 m3
0.15 CY)
40 kg (90 Ib)
1.02 m3
11.36 CY)
---
---
Bars 12 O.C.
---
---
---
---
600 mm (24')
1110 mm (44'0
1275 mm (51')
38 kg (85 Ib)
0.96 m3-
(1.29 CY)
44 kg (100 Ib)
In
0.51 CY)
48 kg (II01b)
1.30 m3
(1.74 CY)
---
---
---
---
675 mm (2711)
1185 mm (47")
1425 mm (57")
40 kg (90 Ib)
1.07 m3
(1.44 CY)
46 kg (105 Ib)
1.25 m3
(1.67 CY)
50 kg (1 I5 Ib)
1.430
(1.91 CY)
---
I. CONCRETE SHALL BE CLASS "A"
2. FLOOR OF STRUCTURE SHALL BE GIVEN A STEEL TROWEL FINISH.
---
---
---
750 mm (3011)
1260 mm (50') 1500 mm (60")
42 kg (95 Ib)
1.16 m
(1.55 CY)
48 kg (110 lb)
1.34 m3 18 CY)
52 k (120 [bl
1.53 m3
(2.05 CY)
60 kg (135 Ib)
L72 m
(2.29 CY)
---
825 mm (33')
1335 mm (53")
1650 mm '(66")
46 kg (105 Ib)
1.28 m3
(1.71 CY)
52 kg 020 Ib)
1.47 m3
(1.97 CY)
60 k (135 Ib)
1.67 m3
(2.23 CY)
66 k (150 Ib)
1.86
(2.48 CY)
900 mm (36")
1410 mm (56")
1800 mm (72'0
48 kg (110 Ib)
1.40 m3
(1.88 CYl
54 kg 025 Ib)
1.61 m
(2J 5 CY)
62 k (140 Ib)
1.81 m3
(2.41 CY)
68 kg (155 lbl
2.01 m
(2.68 CY)
74 kg (170 Ib)
2.21 m (295 CY)
975 mm (39")
1485 mm (59")
1875 mm (75")
---
---
66 kg (150 Ib)
1.71 m3
(2.28 CY)
74 kg 070 lb)
1.92 m3
(2.56 CY)
80 kg (185 Ib)
2.13
(2.84 CY)
88 kg (200 Ib)
2.33 m (312 CY)
1050 mm (42') 1560 mm (62')
2025 mm (81")
---
---
68 kg (155 Ib)
1.85 m
(2.42 CY)
76 kg (175 Ib)
207 m
(2.76 CY)
84 kg 090 Ib)
2.28 m
(3.05 CY)
92 kg (210 Ib)
250 m (3.34 CY)
1125 mm (45')
1635 mm (65')
2175 mm (8711)
---
---
---
---
78 kg 080 Ib)
222
(2.97 CY)
88 kg (200 Ib)
245 m
(3.27 CY)
94 k (215 lb)
2.67 m (3.57 CY)
1200 mm (4B")
1710 mm (68")
2250 mm (90")
---
---
---
---
84 kg (190 tb)
2.34 m3
(3.13 CY)
94 kg (216 Ib)
257 m
(3.44 CY)
00 kg (230 lb)
2.81 m (3.75 CY)
1275 mm (51')
1785 mm (71')
2400 mm (96'7
---
---
---
---
---
---
96 kg (220 Ib)
2.75 m
(3.67 CY)
102 k (235 Ib)
29B m (3.99 CY)
1350 mm (54'0 1860 mm (74") 2550 mm (10210
---
---
---
---
---
---
102 k (235 Ib)
2.92
(3.91 CY)
110 kg (250 Ib) .
3.17 m3 (4.24 CY)
"L" HEADWALLS
CIRCULAR PIPE CULVERT HEADWALLS
r
a
Z
A
�D
STATE OF CALIFORNIA
DEPARTMENT OF TRANSPORTATION
PIPE HEADWALLS
These "Standard Plans for Construction of Local Streets and Roads" contain units in two
systems of measurement: International System of Units (SI or "metric'9 and United States
Standard measures shown in the parentheses ().The measurements expressed in the
two systems are not necessarily equal or interchangeable. See the "Foreword" at the
beginning of this publication.
-- NO SCALEED89
STANDARD PLAN 089 INCLUDES CHANGES THAT WERE INCORPORATED IN REVISED STANDARD PLAN RSP D89. DATED OCTOBER 26. 2000. AND ISSUED AS A PART OF ERRATUM NO.99-1 FOR THE 1999 METRIC STANDARD PLANS.
CONSTRUCT
PER CAL TRAM
(SEE DETAIL
12" MIN.
WITH CLASS 2 BACKING
rVir-rCflr4 f-L141V via yr
NOT TO SCALE
?OCK RIP RAP
9TH CLASS 2 BACKING
STRAIGHT HEADWALL
CALTRANS DETAIL
STD. D-89
GROUTED ROCK
l0'f RIP -RAP CLASS 2 10
,
24" RCP, LINE '°E"
U.
12" MIN. ROCK RIP RAP
WITH CLASS 2 BACKING
G 2
Ui C 36637
EXP ,Ar
s�. civil- %4�
OFC
AI.�FOR'
gj Z 10
NOT TO SCALE
9 o OUTLET DETAIL
NOT TO SCALE
DETENTION BASIN
NO TE.
ROCK SHALL BE 200#
SECT. 200-1.6 & 300-11
RECORD DRAWING
THESE RECORD DRAWINGS HAVE BEEN PREPARED, IN
-�` PART, ON THE BASIS OF INFORMATION COMPILED AND
1 FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE
/ RESPONSIBLE FOR ANY ERRORS OR OMISSIONS WHICH•
HAVE BEEN INCORPORATED INTO THE DOCUMENTS AS
1 A RESULT THEREOF.
2- NO.4 BARS
15" LAP
BEND DOWN
1:2 MIX CEMENT MORTAR
m -
N0.4 BARS PLACED
DIAGONALLY
"X": SHOWN .ON PLANS.
_
Y": SHOWN ON - PLANS._
SHOWN ON PLANS.
MAX. 'y(" DISTANCE =4'
�NO.3 BARS, 8" O.C.
BOTH WAYS.
--15" LAP
E
&5- 1 _�' - �1_
24" RCP, LINE '°E"
U.
12" MIN. ROCK RIP RAP
WITH CLASS 2 BACKING
G 2
Ui C 36637
EXP ,Ar
s�. civil- %4�
OFC
AI.�FOR'
gj Z 10
NOT TO SCALE
9 o OUTLET DETAIL
NOT TO SCALE
DETENTION BASIN
NO TE.
ROCK SHALL BE 200#
SECT. 200-1.6 & 300-11
RECORD DRAWING
THESE RECORD DRAWINGS HAVE BEEN PREPARED, IN
-�` PART, ON THE BASIS OF INFORMATION COMPILED AND
1 FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE
/ RESPONSIBLE FOR ANY ERRORS OR OMISSIONS WHICH•
HAVE BEEN INCORPORATED INTO THE DOCUMENTS AS
1 A RESULT THEREOF.
2- NO.4 BARS
15" LAP
BEND DOWN
1:2 MIX CEMENT MORTAR
m -
N0.4 BARS PLACED
DIAGONALLY
"X": SHOWN .ON PLANS.
_
Y": SHOWN ON - PLANS._
SHOWN ON PLANS.
MAX. 'y(" DISTANCE =4'
�NO.3 BARS, 8" O.C.
BOTH WAYS.
--15" LAP
g� B DETAIL "N" PLAN
RINGS AND ND COVER NOT SHOWN
SEE NOTE 1
(SHAFT NOT SHOWN)
74_./b
E
_.4J
DRILL AND
17
o
AND COVER PER PER SPPWC 324
-- EDGES TO BE ROUNDED
I STD. NO. 204
-
610 mm
TO 75 mm (3") R �,
•' s -�
'
A
24
.9
%
CO
_ �
M
�
-• RS, 8110 C
SHAFT PER 225 mm (9
"gni 18"
(4_6"�) 4 Bars
A
N0. 3 BARS, 8" O.C. Z BOTHB
BOTH WAYS •^ -
DRAWN BY
AA
SPPWC 324 400 mm (16") FOR
SC AS SHOWN
ca
STEP ABOVE DRAIN
i
4r,
Slope 1/4" • I'
PAVED STREETS,
r
E
~J
• 650 mm 2'-2"
900 mm (3 -0)
FOR UN-
DATE-'
FEB. 2006
ANGLE PER STD. NO. 2060
STANDARD CURB W/NO SUPPORT BAR
=
M
STREETS
OF SPUR t
.61/27 : , ; 6 I/2"
. �
- 1
PAVED STREETS
Jr
. 7-
8" C F flow Line t0"C.F 2" R!\,ITC to. 4" R 8" C.F.
150 mm (6')
T 12S mm x 50 mm (5"x2") PIPE SEAT
,r
-'
-
v
MiN H
ROUND EDGES
(
ALL STEEL RE1NF #13M
E
I
100 mm (#4 0 4") OC
ROUND EDGES
E
I •
PLANS T in 1 I"MIN.`4
g� B DETAIL "N" PLAN
RINGS AND ND COVER NOT SHOWN
SEE NOTE 1
(SHAFT NOT SHOWN)
74_./b
STREET GRADE
MANHOLE FRAME CONCRETE RINGS
DRILL AND
17
B FRAME COVER PER
AND COVER PER PER SPPWC 324
13 mm(1 2')
I STD. NO. 204
THREAD-
HREA -
610 mm
SPPWC 630 OMIT THIS STEP
•' s -�
'
SIDEWALK
24
IN PAVED STREETS -�
MANHOLE
CO
_ �
M
�
-• RS, 8110 C
SHAFT PER 225 mm (9
"gni 18"
(4_6"�) 4 Bars
Ew
N0. 3 BARS, 8" O.C. Z BOTHB
BOTH WAYS •^ -
DRAWN BY
AA
SPPWC 324 400 mm (16") FOR
SC AS SHOWN
ca
STEP ABOVE DRAIN
W E
4r,
Slope 1/4" • I'
PAVED STREETS,
r
E
%1 3 1/2"x 3 1/2" x 1/2" STEEL
l
• 650 mm 2'-2"
900 mm (3 -0)
FOR UN-
DATE-'
FEB. 2006
ANGLE PER STD. NO. 2060
STANDARD CURB W/NO SUPPORT BAR
=
M
STREETS
a GUTTERit
.61/27 : , ; 6 I/2"
. �
- 1
PAVED STREETS
Jr
. 7-
8" C F flow Line t0"C.F 2" R!\,ITC to. 4" R 8" C.F.
o= 5
T 12S mm x 50 mm (5"x2") PIPE SEAT
,r
{
SIZE AND
v
m 3-5'
ROUND EDGES
� 25 mm S`
z
:
I ` SHOWN ON
l ...•.
ROUND EDGES
I •
PLANS T in 1 I"MIN.`4
Bars 12 O.C.
15 mm
,� • •P fes.: , i�•'�T-�... , s. ►, if
2
1
INLET ELEVATION
- _ . SPA a 0.50 % Mio,-- __ ._ . I`� Li ,8 Bcffer -
-
N0.3 BARS, 8" O.C. BOTH WAYS
APPUES AT THiS
POINT
SECTION
A -A
4 Bars @ Is" o. c:
STATION LINE -ftfi-
900 mm (3'-0")
200 mm (8')
NOTES:
STEPS
T450
mm (18")
I mm (3-)
II x N I
100 mm 4' I I L4 -2T-200 mm 8 I 100 mm 4"
I 200 mm (8")
200 mm (8'
OPTIONAL BOTTOMA GRADE POINTS,
p SEE NOTE 5
B SEC -TION -- B TABLE OF VALUES FORM SEE NOTE 1
SECTION PAVED STREET UN AVSD S T
MAX MIN MAX MI
A -A 8s7 mm 2'-10 1/2") 1060 mrn 3 -6"
C -C 282 mm 11" 217 mm 8 1 2 410 mm 16' 360 m 15"
STIR
mT GRADE
15mmx25
( NG )SEAT
w�
m
N
�O
= Z
SECTION C -C
50
STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION
_M_3AIULo� eY THE ��klL.a�1 IC �I�f -STAN ARO PLAN
PUBLIC wnrucs sTMD-9=INC. '` H U 1-'F--TQ--I�IPE� :(ONE -OR BOTki_• � (�TRIc,._
OfiEEN9001t9CO+/A1rrrEE MAIN LINE Ia'S 525 �1 m (33") OR SAR�►L.LER) ' 3 �-�-1
REV. 1896
USE HST D SP CI CA IONS 0 P 8UC WO KS CON UCTIO SHE T 1 OF 3
NOTES
1. WHEN DEFjTH ivf -FROM S'REE7 GRADE 7O THE TOP OF THE BOX IS LESS
THAN 867 mm (2'-10 1/2") FOR PAVED STREETS OR 1060 mm (3'-6") FOR
UNPAVED STREETS, CONSTRUCT SHAFT PER SECTION C --C AND DETAIL "N".
DEPTH M MAY BE REDUCED TO AN ABSOLUTE LIMIT OF 150 mm (6") WHEN
LARGER VALUES OF M WOULD REDUCE H IN SECTION C -C TO 1060 mm (3'-6")
OR LESS.
2. H (IN SECTION A --A AND 8--8) SHALL NOT BE LESS THAN 1.2 m (4'-01F),
BUT MAY BE INCREASED PROVIDED THAT THE VALUE OF M SHALL NOT
BE LESS THAN THE MINIMUM SPECIFIED AND THAT THE REDUCER SHALL
BE USED. FOR H (IN SECTION C -C) SEE NOTE 1.
3. L SHALL- BE 1.2 m (4'-0") UNLESS OTHERWISE SHOWN. L MAY BE INCREASED
OR LOCATION OF MANHOLE SHIFTED TO MEET PIPE ENDS, BUT ANY
CHANGE IN LOCATION OF THE SPUR MUST BE APPROVED BY THE ENGINEER.
4. T SHALL BE -200 mm (8") FOR VALUES OF H UP TO AND INCLUDING 2.4 T
(8'-0") AND 250 mm (10") FOR VALUES OF H OVER 2.4 m (8'-0").
5. STATIONS OF MANHOLES SHOWN ON PLANS APPLY AT CENTERLINE
OF SHAFT. ELEVATIONS ARE SHOWN AT CENTERLINE OF SHAFT AND
REFER TO THE PROLONGED INVERT GRADE LINES. SEE NOTE 3.
6. REINFORCEMENT SHALL CONFORM TO ASTM A 615M, GRADE 300 (ASTM A 615,
GRADE 40), AND SHALL TERMINATE 40 mm (1 1/2") CLEAR OF CONCRETE
SURFACES UNLESS OTHERWISE SHOWN.
7. FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE.
B. BODY OF MANHOLE SHALL BE POURED iN ONE CONTINUOUS OPERATION
EXCEPT THAT A CONSTRUCTION JOINT WITH A LONGITUDINAL KEYWAY
MAY BE PLACED AT SPRING LINE.
9. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE
A LEVEL SEAT BUT SHALL NOT BE LESS THAN 200 mm (8").
10. STEPS SHALL CONFORM TO SPPWC 635 OR 636, UNLESS OTHERWISE
SHOWN, STEPS SHALL BE UNIFORMLY SPACED 350 mm (14") TO 375 mm 15") OC.
THE LOWEST STEP SHALL NOT BE MORE THAN 600 mrri (24") ABOVE THU LEDGE
AT THE SIDE OF THE MANHOLE.
- PRECAST • REINFORCED
DIAGONAL BARS 5., ---
CONCRETE MANHOLE RING
PROi1U�D��O_BY THE. -
PUBLIC 11MW SCO MITTS WC
7 EL A iL EL MANHOLE
�]
DRILL AND
BEND GOWN 12" = e:. v :•'. II'11i III �' .p •: RING SET !N A THICk BED
a . II Ii 'ILII '
B FRAME COVER PER
Transition
Transition B „ „ FL EL
A 8" to 10" C.F.Lo. I 0 to 8 a
13 mm(1 2')
I STD. NO. 204
THREAD-
HREA -
DATE
ADD 2 'r4 Bars
•' s -�
Pre cred Under The Supervision Of :
P P
MADOLE
' 760AS.ROCHESTER AVE.
ONTARIO, CA 91761
909.937.9151
Engineering Communities for Life www.madoleinc.com
ate 2
SIDEWALK
Z
a
N
A
N
coo
6,. a IX6"
Y
-• RS, 8110 C
"gni 18"
(4_6"�) 4 Bars
To
N0. 3 BARS, 8" O.C. Z BOTHB
BOTH WAYS •^ -
DRAWN BY
AA
E EL X . / Typical Reinforcing
SC AS SHOWN
ca
STEP ABOVE DRAIN
' P_
4r,
Slope 1/4" • I'
r
�' d I
I 11%2, Arial •; 1
%1 3 1/2"x 3 1/2" x 1/2" STEEL
l
3" i = _ ; ; 3" IRON STEPS IN WALLA
DATE-'
FEB. 2006
ANGLE PER STD. NO. 2060
STANDARD CURB W/NO SUPPORT BAR
_J '% MAXIMUM OF 15" APART
a GUTTERit
.61/27 : , ; 6 I/2"
. �
APP VED I
`
Z�
a
Jr
. 7-
8" C F flow Line t0"C.F 2" R!\,ITC to. 4" R 8" C.F.
X 1.
- PRECAST • REINFORCED
DIAGONAL BARS 5., ---
CONCRETE MANHOLE RING
PROi1U�D��O_BY THE. -
PUBLIC 11MW SCO MITTS WC
R. EL
DRILL AND
BEND GOWN 12" = e:. v :•'. II'11i III �' .p •: RING SET !N A THICk BED
a . II Ii 'ILII '
TAP STD.
Transition
Transition B „ „ FL EL
A 8" to 10" C.F.Lo. I 0 to 8 a
13 mm(1 2')
`. S~'.' .' • -�'« ; OF 1:2 MIX CEMENT MORTAR
THREAD-
HREA -
DATE
0
9 HOLES
•' s -�
Pre cred Under The Supervision Of :
P P
MADOLE
' 760AS.ROCHESTER AVE.
ONTARIO, CA 91761
909.937.9151
Engineering Communities for Life www.madoleinc.com
ate 2
Flow Line 050 /oMin.
3'-0"o
Z
a
N
A
N
coo
6,. a IX6"
Y
-• RS, 8110 C
"gni 18"
(4_6"�) 4 Bars
N0. 3 BARS, 8" O.C. Z BOTHB
BOTH WAYS •^ -
DRAWN BY
AA
6' 6" 6" VARIES �'
SC AS SHOWN
ca
STEP ABOVE DRAIN
4r,
Slope 1/4" • I'
PLACE S/B" 0 GALVANIZED
►'
�' d I
I 11%2, Arial •; 1
3" i = _ ; ; 3" IRON STEPS IN WALLA
DATE-'
FEB. 2006
►' `! 1_
�"
_J '% MAXIMUM OF 15" APART
.61/27 : , ; 6 I/2"
. �
APP VED I
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{
SIZE AND
SECTION A - A
C/ ENGINEER R. C. E. 51152 DA TE
` LOCATION OF
CULVERTS- J - _ .__ ,,.�•. _
:
I ` SHOWN ON
l ...•.
MANHOLE
I •
PLANS T in 1 I"MIN.`4
Bars 12 O.C.
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-
N0.3 BARS, 8" O.C. BOTH WAYS
- ` M., in
A.
STEP DETAIL
4 Bars @ Is" o. c:
SECTION B - B
NOTES:
NOTES
I. STORM DRAIN CLEANOUT SHALL BE CONSTRUCTED OF CLASS "A" CONCRETE.
I. CONCRETE SHALL BE CLASS "A"
2. FLOOR OF STRUCTURE SHALL BE GIVEN A STEEL TROWEL FINISH.
2. CLEARANCE FROM I.D. OF PIPE TO CLEANOUT WALL SHALL BE 4" MIN.
3. TOP OF BOX TO HAVE SIDEWALK FINISH.
3. APPROVED PRECAST CONCRETE MANHOLE SHAFT RINGS WILL BE
4. ANCHORS SHALL BE SYMMETRICALLY SPACED AND NOT TO EXCEED 4' BETWEEN CENTERS,
AND BE PLACED 4 1/2" FROM EACH END OF THE STEEL ANGLE A MINIMUM OF 3 ANCHORS
ACCEPTED IN LIEU OF CAST-iN-PLACE SHAFT IS REQUIRED. '
@)
SAN BERNARDINO COUNTY ROAD DEPARTMENT -- --- -- -- -
» STORM DRAIN I SAN BERNARDINO COUNTY TRANS. DEPT.
M. A. Nicholas CLEANOUT 2 I'O' S OUTLET STRUCTURE 210A
COUNTY ENGINEER � I - Director of Transportation
_DIG SLE ► T
TOLL FREE �1-800-227-2600
A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT
REV. I REVISION DESCRIPTION
R8COfzD DRAW//VG
MANHOLE FRAME AND COVER
PER SPPWC '633 -
-SURFACE
ELEVATION
COLLAR, CLASS MORTAR
200 mm (8" F�,�4A"INLESTS
13mmx 38 mm
"x1 1 TEEL
. __._E • HEX. HEAD BOLTS
6 Mn
--89 MITI - - - -SEE KE T 6
NOTE 6
/ \ SEE DETAIL
I LO
\ . / 1/
/2) mm 22 m= (. H TH 8 PL 13 m�tlLT
65 mm STEPS - F
(7/8") HOLES
AP
(2 1/2")I mm I 1DRILL
3 mm (1/2")
�13M 0 300 mm 125 mm 5" E 1/4) THREAD
(04 0 12")) (TYP) E SO mm (2")
> C HOOFS - a 1a ¢ ,
9 -113M W)
6-#13M (�(4 ® SO m 2" ANC ORS R
60' SPACING 13 mm x 600 mm
0 mm (1/2" x 8")(LENGTH
8 6 5 mm 2 1 2' a 'AFTER�ELECTRICALLY
125 mm (5'�Et LO173 SPUDS,
75 mr-1 E v F NELSON
H4L
3' ^ V e
( E^ ----1------ 'M�o DETAIL
Z., E 902 nm 35 1/2")
k.
a co 100 mm (4") E 13 mm (1/2') BAR
NCL
450 m c,
(18") 457 I 7 mm
7 �,P
(1 %4)
914 mm 3'-0" o mm SECTION A -A
s"
MANHOLE OR STORM PROVIDE CONSTRUCTION JOINT WITH
DRAIN CONDUIT CONTINUOUS WATERSTOP WHEN MANHOLE
SHAFT IS NOT POURED MONOLITHIC WITH
MANHOLE OR STORM DRAIN CONDUIT
VERTICAL SECTION OF 'SPECIAL
PRESSURE MANHOLE SHAFT
DRILL 8 - CHISELED CHISELED
14 mm {9/16") ARROW ARROW
HOLES
°3_
A o A
8�
902 mm 36 1 2"
PLAN
PRESSURE PLATE RING
13 mm (1/2")
HORS
STANDARD- PIANS- FOR PUBLIC WORKS CONSTRUCTION
PROi1U�D��O_BY THE. -
PUBLIC 11MW SCO MITTS WC
- 3 PIR PRESSiiRE----
DRILL AND
wmaNeoac COMMITTEE
1992
TAP STD.
��-�
13 mm(1 2')
-,
THREAD-
HREA -
DATE
0
9 HOLES
PLAN—:,
Pre cred Under The Supervision Of :
P P
MADOLE
' 760AS.ROCHESTER AVE.
ONTARIO, CA 91761
909.937.9151
Engineering Communities for Life www.madoleinc.com
ate 2
PRESSURE PLATE:
Z
a
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A
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PLAN
PRESSURE PLATE RING
13 mm (1/2")
HORS
STANDARD- PIANS- FOR PUBLIC WORKS CONSTRUCTION
PROi1U�D��O_BY THE. -
PUBLIC 11MW SCO MITTS WC
- 3 PIR PRESSiiRE----
-�-fr1DEiRlc
wmaNeoac COMMITTEE
1992
yI�•J1 IV
ju 914mmT
1 K_ 1 /�L(36
��-�
REV. 1995 `•-
-,
CITY
DATE
CT F 2
U TH S.A AR P IFI A O I= R PUBLIC W K5 CON UC
r
11. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE:
A. MAIN LINE = 825 mm (33") INSIDE DIAMETER OR LESS. (EXCEPTION
IF THE MAIN LiNE RCP DOWNSTREAM OF THE MANHOLE IS 900 mm (36")
TO 1050 mm (42") INSIDE DIAMETER AND THE MAIN LINE RCP UPSTREAM IS
825 mm (33") OR LESS.) SPPWC 320 OR 322 IS NOT APPLICABLE WHERE
THE MAIN LINE CONDUIT IS LESS THAN 900 mm (36") IN DIAMETER.
B. SEE SECTION A - A. THE MAXIMUM SiZE LATERAL THAT MAY BE
CONNECTED TO THIS MANHOLE IS SUCH THAT THE DISTANCE FROM THE
OUTSIDE (TOP) OF THE LATERAL TO THE BOTTOM OF THE 200 mm (8")
THICK TOP OF THE MANHOLE CHAMBER, MEASURED VERTICALLY FROM
THE END OF THE RCP, SHALL BE A MINIMUM OF 150 mm (6").
C. IF THE SIZE OF THE LATERAL IS SUCH T} -IAT THE A80VE-SPECIFIED
MINIMUM DISTANCES CANNOT BE MAINTAINED, THEN ONE OF THE
FOLLOWING ALTERNATE SOLUTIONS MUST BE USED.
1. PROVIDE A SPECIAL STRUCTURE.
2. PROVIDE TWO STANDARD STRUCTURES, CONSISTING OF THIS
MANHOLE PLACED UPSTREAM OR DOWNSTREAM FROM THE APPLICABLE
JUNCTION STRUCTURE OR TRANSITION STRUCTURE.
12. MANHOLE FRAME AND COVER SHALL CONFORM TO SPPWC 639
UNLESS OTHERWISE SHOWN.
13. MANHOLE SHAFT SHALL CONFORM TO SPPWC 324 UNLESS
OTHERWISE SHOWN.
14. WHERE A MANHOLE SHAFT - 900 mm (36") WiTHOUT REDUCER IS
SPECIFIED REFER TO SPPWC 336.
15. WHERE A PRESSURE MANHOLE SHAFT - WITH ECCENTRIC REDUCER IS
SPECIFIED REFER TO SPPWC 328.
16. WHERE A PRESSURE MANHOLE SHAFT --- 914 mm (36") WiTHOUT REDUCER
iS. SPECIFIED REFER TO SPPWC 329.
17. THE FOLLOWING SPPWC ARE INCORPORATED HEREIN:
324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER
326 MANHOLE SHAFT - 900 mm (36") WITHOUT REDUCER
-- 328 PRESSURE MANHOLE .SHAFT. - NTH ECCENTRIC...
329 PRESSURE MANHOLE SHAFT - 914 mm (36") WiTHOUT REDUCER
630 610 mm 24 MANHOLE FRAME AND COVER
633 914 mm �36"� MANHOLE FRAME AND COVER
635 STEEL STEP
636 POLYPROPYLENE PLASTIC STEP
STANDARD PLANS -FOR • PUBLIC WORKS -CONSTRUCTION
\d -i 1Al 1 li11- I/1:r% �wr. /w� a♦NE-10R..131
..I
NOTES
1. THIS STRUCTURE MAY BE USED FOR HYDROSTATIC HEADS UP TO 7.5 m
{25')- A80 -VE THE PR•E-S-SURE--P- -P-6A-TE,
2. 914 mm (36") MANHOLE FRAME AND COVER PER SPPWC 633
SHALL BE USED.
3. REINFORCEMENT SHALL BE PER ASTM A 615, GRADE 40 AND SHALL
TERMINATE 40 mm (1 1/2") CLEAR OF CONCRETE SURFACES UNLESS
OTHERWISE SHOWN. HOOPS MAY BE ELECTRICALLY BUTT WELDED OR
THE ENDS LAPPED 450 mm (18").
4. THE MANHOLE SHAFT SHALL BE LOCATED ABOVE AND IN LINE WITH
THE SIDE OF THE CONDUIT BELOW.
5. STEPS SHALL CONFORM TO SPPWC 635 OR 636. UNLESS
OTHERWISE SHOWN, STEPS SHALL BE UNIFORMLY SPACED 350 mm (14")
TO 375 mm (15") OC.
6. GASKET MATERIAL SHALL BE NEOPRENE (OR EQUAL) 2 mm (1/16 THICK
BY 32 mm (1 1/4") WIDE.
7. BOLTS SHALL BE STAINLESS STEEL CONFORMING TO ASTM A 320M (ASTM
A 320), GRADE B8.
8, PRESSURE PLATE AND PRESSURE PLATE RING SHALL BE STEEL
CONFORMING TO ASTM A 36M (ASTM A 36) AND SHALL BE GALVANIZED.
PLATES SHALL BE MARKED iN SETS AND A CHISELED ARROW STAMPED
ON BOTH PLATES, AFTER DRILLING AND TAPPING, TO FACILITATE
FiELD ASSEMBLY,
9. SEE CONTRACT SPECIFICATIONS FOR PHYSICAL REQUIREMENTS OF
WATERSTOP.
10. THE FOLLOWING SPPWC ARE INCORPORATED HEREIN:
633 914 mm (36") MANHOLE FRAME AND COVER
635 STEEL STEP
636 POLYPROPYLENE PLASTIC STEP
O
sic LAN _
O
Z
Q
•
-
CO
C
BENCH MARK.•
THE BENCHMARK IS AT SOUTHWEST CORNER
OF WALNUT & SIERRA AVENUES, 32 FEET
SOUTH OF WALNUT AVENUE, 42 FEET W ST
OF SIERRA AVENUE, DRIVE PIN /N
P#144113E 70-63 FACES INTERSECTION.
ELEVA 710N. 1 1470.7550
BASIS OF BEARINGS. -
THE BEARING OF N 89'5648" W ALONG
THE CENTFRUNE OF BASELINE AVENUE -
AS SHOWN ON PM N0. 1588, P.M.B. 17/95,
WAS USED AS THE BASIS OF BEARINGS
FOR THIS MAP.
DA TF
ENGR.
CITY
DATE
SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL
SHOWN HEREON AND CARRIED FORTH /N A DILIGENT MANNER.
THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO
BR/NG THEM INTO CONFORMANCE WITH CONDITIONS AND
STANDARDS /N EFFECT.
oFI
��°PRL / �F
�� �s�z
w � No. 36637 c m
Exp: 06-30-08
s� C/V��-
9TFOFCAL�FO��
Pre cred Under The Supervision Of :
P P
MADOLE
' 760AS.ROCHESTER AVE.
ONTARIO, CA 91761
909.937.9151
Engineering Communities for Life www.madoleinc.com
ate 2
C/ T Y OF FON TA NA CALIFORNIA
Z
a
N
A
N
coo
STORM DRAIN IMPROVEMENT PLANS
DRAWN BY
AA
TRACT NO. 16383 AND 17460
- TA/LS
SC AS SHOWN
DESIGNED BY
CC
DATE-'
FEB. 2006
CHECKED BY
LP
APP VED I
`
Z�
DRAWNG N0.
4093
Jr
RCE 36637 EXP. s-3 -o
WENDELL L. I WA TSURUr,�
C/ ENGINEER R. C. E. 51152 DA TE
J:\652-1942\storm\sd05.dwa. 8/18/2006 8:54:01 AM. Comeli�