HomeMy WebLinkAboutINFRASTRUCTURE 1.14.26 - 26-00034 - Summerfield Div 14 - Approx 620 S 2530 W - PlatT-) n t-N T T-1 r m
VICINITY MAP
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PROJECT LIMITS
wolurfullwaol III/DMPINIIII imillf- I m\2111 JIM00-IMM 02/m
SE 4 SECTION 26 TOWNSHIP 6 NORTH, RANGE 39
EAST OF THE BONE MERIDIAN, CITY OF REXBURG,
MADISON COUNTY, IDAHO
ISHEET
ND
SHEET
INDEX
SHEET NO.
SHEET DESCRIPTION
1
INDEX SHEET
2
SUMMERFIELD/2350 WEST ROAD CONSTRUCTION
3
2530 WEST ROAD CONSTRUCTION PG1
4
2530 WEST ROAD CONSTRUCTION PG2
5
DRAINAGE PLAN
6
HYDROLOGY PLAN
7
DRAINAGE DETAILS
OWNER/DEVELOPER
KARTCHNER LAND MANAGEMENT INC.
ATTN: CODY PUZEY
208-529-2116
CIVIL ENGINEER
ALLIANCE CONSULTING
ENGINEERS, INC.
150 EAST 200 NORTH SUITE P
LOGAN, UTAH 84321
435-755-5121
GENERAL NOTES (APPLICABLE TO ALL CIVIL SHEETS):
1. ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH THE PROJECT
SPECIFICATIONS, AWWA STANDARDS, CITY OF REXBURG STANDARDS, ISPWC 2020, STATE
OF IDAHO AND ANY OTHER APPLICABLE STANDARDS ISSUED BY THE CONTROLLING
AGENCY.
2. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION. ANY
DISCREPANCIES BETWEEN CONSTRUCTION DOCUMENTS AND FIELD CONDITIONS SHALL
IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE OWNER.
3. CONTRACTOR SHALL REPAIR AND/OR REPLACE ANY AREAS AND/OR MATERIALS
DAMAGED DURING CONSTRUCTION.
4. CONTRACTOR SHALL MAINTAIN ALL ADJACENT PROPERTY (PUBLIC & PRIVATE) FROM
ALL CONSTRUCTION DEBRIS.
5. CONTRACTOR SHALL PROVIDE SMOOTH TRANSITION FROM ALL NEW CONSTRUCTION TO
EXISTING CONDITIONS.
6. CONTRACTOR SHALL PROVIDE ALL NECESSARY AUTOMOBILE AND PEDESTRIAN TRAFFIC
CONTROL DEVICES REQUIRED BY LOCAL, STATE, AND FEDERAL CODES AND ORDINANCES.
7. CONTRACTOR SHALL REPLACE SURVEY MONUMENTS DAMAGED DURING CONSTRUCTION.
SURVEY MONUMENTS TO BE REPLACED BY A REGISTERED, LICENSED LAND SURVEYOR.
8. DIMENSIONS SHOWN ARE TO THE CENTER OF THE PIPELINE UNLESS OTHERWISE
NOTED.
9. DISTANCES SHOWN ALONG PIPELINES ARE HORIZONTAL DISTANCES AND NOT ACTUAL
PIPE LENGTHS. MORE PIPE MAY BE REQUIRED TO COMPLETE CONSTRUCTION THAN IS
DIMENSIONED IN THE PLANS.
10. THRUST BLOCKS SHALL BE PLACED ON WATERLINES AT ALL DIRECTION CHANGES,
FITTINGS, BENDS, ELBOWS, FIRE HYDRANTS AND GATES VALVES AS SHOWN IN THE
PROJECT PLANS.
11. ALL CONCRETE REQUIRED ON THIS PROJECT SHALL BE 4000 PSF (28 DAY)
CONCRETE.
12. CONTRACTOR IS RESPONSIBLE FOR PROVIDING WATER NECESSARY FOR DUST
ABATEMENTK, COMPACTION, ETC.
13. THE CONTRACTOR SHALL BE RESONSIBLE FOR SECURING SOURCES FOR GRANULAR
MATERIALS, WATER, WASTE SITES, AND ANY OTHER MATERIALS SOURCES AS REQUIRED
FOR PROJECT COMPLETION.
14. ANY WORK DONE WITHIN A PUBLIC RIGHT-OF-WAY SHALL BE COORDINATED WITH
THE APPROPRIATE TRANSPORTATION AGENCY AND SHALL MEET THE REQUIREMENTS OF
THAT AGENCY AND THE REQUIREMENTS OF ANY RIGHT-OF-WAY OR SPECIAL USE
PERMITS.
15. THE CONTRACTOR SHALL COORDINATE ALL LIVE TAPS AND ANY OTHER WORK OR
MANIPULATION OF THE EXISTING WATER SYSTEM WITH THE ENGINEER AND THE WATER
SYSTEM OWNER/CITY.
16. ON SLOPING AREAS THE CONTRACTOR SHALL TAKE PRECAUTIONS TO MITIGATE ANY
POSSIBLE EROSION PROBLEMS IN THE TRENCHES DUE TO STORM WATER THAT MIGHT
OCCUR DURING OR AFTER CONSTRUCTION AS DIRECTED OR APPROVED BY ENGINEER.
17. THE CONTRACTOR SHALL INSTALL AND MAINTAIN ALL EROSION CONTROL MEASURES
AS DETAILED IN THE PROJECT PLANS UNTILL FINAL ACCEPTANCE OF THIS PROJECT.
18. THE CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONS NECESSARY TO INSURE
THAT NO STORM WATER/SEDIMENT AND/OR CONSTRUCTION DEBRIS ARE RELEASED FROM
THE SITE. ANY RELEASES SHALL BE CLEANED AND MITIGATED AT THE CONTRACTOR'S
EXPENSE.
19. CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ACCESS AND RELATED TRAFFIC
CONTROL WITH THE COUNTY, CITY, AND STATE ROADWAY DEPARTMENTS. THE ENGINEER
SHALL REVIEW ALL TRAFFIC CONTROL PLANS.
20. ALL GATE VALVES SHALL BE LOCATED NEAR TO TEES OR CROSSES AND THEIR
ASSOCIATED REDUCERS AS SHOWN ON THE PROJECT PLANS.
21. CONTRACTOR SHALL PROVIDE ALL NECESSARY FITTINGS, HARDWARE, LABOR, ETC. TO
CONSTRUCT VERTICAL AND HORIZONTAL BENDS IN PIPE AS NEEDED TO MEET THE
REQUIRED GRADES, ALIGNMENTS AND COVER REQUIREMENTS.
22. ALL AIR RELEASE VALVES SHALL BE INSTALLED AT THE CREST OF THE VERTICAL
CURVATURE OF THE WATER LINE. CONTRACTOR SHALL RECORD ACTUAL LOCATION OF
VALVES ON FIELD RECORD DRAWINGS.
23. THE CONTRACTOR SHALL COORDINATE WITH THE CITY OF REXBURG AND WITH THE
ENGINEER FOR ALL UTILITY INSPECTIONS PRIOR TO BACKFILLING.
24. THE CONTRACTOR SHALL COORDINATE ALL INSPECTIONS WITH THE ENGINEER. AT A
MINIMUM, THE ENGINEER SHALL BE NOTIFIED TO INSPECT: 1)SEWER PRIOR TO
BACKFILLING, 2)WATER PRIOR TO BACKFILLING, 3)STORM SEWER PRIOR TO BACKFILLING,
4)CURB & GUTTER AND FORMS PRIOR TO POURING, 5)ROADWAY GRADES PRIOR TO
PAVING, 6)ASPHALT DURING PAVING.
25. ALL WATER SYSTEM COMPONENTS SHALL BE INSTALLED, PRESSURE TESTED, AND
CHLORINATED PRIOR TO COMPLETING ANY ROADWAY CONSTRUCTION PER AWWA STANDARD
651.
26. CHLORINATION SHALL BE DONE BY CONTRACTOR AT THE CONTRACTORS EXPENSE.
CONTRACTOR TO DISPOSE OF CHLORINATED SOLUTION ACCORDING TO AWWA STANDARD
C651.
27. ALL SEWER SYSTEM COMPONENTS SHALL BE INSTALLED AND VIDEO INSPECTIONS
DONE AND APPROVED PRIOR TO ASPHALTING. IF NECESSARY, THE CONTRACTOR SHALL
PAY FOR THIS EXPENSE AS IT IS CONSIDERED INCIDENTAL TO SEWER CONSTRUCTION.
28. SECONDARY WATER LINE MAIN TO BE 6" C-900 DR 14. SERVICES TO BE 1 " CTP
POLY FOR SINGLE LOT AND 1-1/2" CTP POLY WITH TEE TO 1" CTP POLY FOR DOUBLE
SERVICE. END EACH SERVICE WITH STOP AND WASTE.
29. DEVELOPER TO INSTALL REQUIRED FIBER CONDUITS. FIBER INFRASTRUCTURE WILL
FOLLOW THE POWER PLAN. ADDITIONAL TRENCHING AND CONDUITS MAY BE REQURIED.
DIG LINE
1-800-342-1585
CALL 2 BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE
MARKER OF THE UNDERGROUND MEMBER UTILITIES.
IDAHO STANDARDS FOR PUBLIC
WORKS CONSTRUCTION
I.S.P.W.C. 2020
CONSTRUCTION ON THIS PROJECT SHALL
CONFORM TO THE I.S.P.W.C. STANDARDS
AND CITY OF REXBURG STANDARDS
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PVI ELEV = 4849.25
STA: 22+39.00
Begin Road Construction
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PVI ELEV = 4848.17
PVI STA = 18+62.98
PVI ELEV = 4848.94
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SUMMERFIELD SUBDIVISION
DIVISION 14
SUMMERFIELD12350 NEST ROAD CONSTRUCTION
6��
0 30 60 120
SCALE: 1 "= 60' (24X36 PLAN SET)
SCALE: 1 "= 10'_VERTICAL
7
NOTES:
All sewer laterals to be installed at 5' below
native ground 10' into property.
All hydrants to be Waterous brand.
- 5, _�7
-�
4 '
19.5'
f- 2%
LEGEND
I
PROPERTY BOUNDARY
E s PVC SEWER
EXISTING PVC SANITARY SEWER LINE AS
NOTED
e-s
EXISTING SEWER LATERAL
PROPOSED PVC SDR35 SANITARY SEWER
s PVC SEWER- 9
LINE AS NOTED
PROPOSED 4" PVC SDR 35 SEWER
S
LATERAL (S=2.0% min)
wv
E 8 DI WATER yo B4
EXISTING WATER LINE -SIZE AS SHOWN
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EXISTING WATER LATERAL
PROPOSED DI CLASS 50 WATER LINE AS
8 DI WATER
NOTED
w
PROPOSED 1" SERVICE PER ISPWC SD-401
15 E ADS SD--
EXISTING STORM LINE/CB
15 ADS SD
NEW STORM LINE/CB
PROPOSED 6" C-900 DR14 IRRIGATION
6 IRR
MAIN W/ VALVES
PROPOSED IRRIGATION SERVICE W/ STOP &
WASTE (1" SINGLE/1-1/2" TO DOUBLE)
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#
EXISTING STREET LIGHT
#
NEW STREET LIGHT -PER CITY STANDARDS
CC
NEW ASPHALT
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PROPOSED CONCRETE N
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19.5' 30"
ROLLED CURB
L
2-1/2" ASPHALT PLANTMIX PAVEMENT 4"
3-1/2 OF AGGREGATE BASE
USE 12" GRANULAR BORROW 12"
GEOTEXTILE FABRIC BELOW 2.5
AND UP SIDES
68' TYPICAL ROAD CROSS-SECTION 30"
r` rn
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4840
9ATUM ELEV
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force main
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5' min
MH1-exist 5'dia Drop
STA: 8+54.31 7.95 L
Rim: 4 47.01 raise to 4848.30
E-in-N-S: 4836.00
IE-in-E: 4831.14
IE-out-W: 4830.99
New 8" cross
w/ (4) valves
SIDEWALK
to
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LEGEND
D
SUMMERFIELD SUBDIVISION
- _ - PROPERTY BOUNDARY
/
EXISTING PVC SANITARY SEWER LINE AS
E 8 PVC SEWER
4848.68
PVI STA =
15+40.16
>_ S
DIVISION 14
NOTED
CA
PVI ELEV =
4848.72
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00
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2530 WEST ROAD CONSTRUCTION PG2
PROPOSED PVC SDR35 SANITARY SEWER
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0 30 60 120
8 DI WATER NOTEDCn
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NOTES:
PROPOSED 6" C-900 DR14 IRRIGATION
4847.1
0 o
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PVI STA =
13+50
J
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-�.3. �'
6 IRR
MAIN W/ VALVES
4847.95
to
PVI ELEV =
4847.95
--
All sewer laterals to be Installed at 5 below
PROPOSED IRRIGATION SERVICE W/ STOP &
`-
-
native ground 10 into property.
WASTE (1" SINGLE/1-1/2" TO DOUBLE)
p
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8-USEW
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hydrants to be Waterous brand.
# EXISTING STREET LIGHT
W
484
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# NEW STREET LIGHT -PER CITY STANDARDS
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4847.0
PVI ELEV =
4848.56
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4847.60
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4846.9 I, -
5 ' 7' 19.5' 19.5'
30"
N
PVI STA =
7+35.31
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ROLLED CURB
4848.29 h �. 3
°D 0D 00
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PVI ELEV =
4848.36
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Ex gravel
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to be remo ed
2-1/2" ASPHALT PLANTMIX PAVEMENT
4"
r-
- -�`��
_ - _
3-1/2" OF �4" AGGREGATE BASE
ao
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S
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USE 12" GRANULAR BORROW
12"
4847.1
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GEOTEXTILE FABRIC BELOW
2.5"
4847.97�R�
AND UP SIDES
c-'
0
PVI STA =
6+ 1 1.46
f
m
+
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y
68' TYPICAL ROAD CROSS-SECTION
0'
I
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t....
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4847.1
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PVI ELEV =
4847.80
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4847.86 c
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4847.5
°
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a
4848.54
PVI STA =
4+33.75
- - -
PVI ELEV =
4848.61
C--------
---
SHEET
3
OF
7 SHFFTS
LEGEND
4850
4840
DATUM ELEV
4835.00
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c
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4850
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block end
4840
8" DI
waterline
DATUM ELEV
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960 SOUTH STREET
W_
90
if[1100]
SUMMERFIELD SUBDIVISION
DIVISION 14
2530 WEST ROAD CONSTRUCTION PG2
0 30 60 120
SCALE: 1 "= 60' (24X36 PLAN SET)
SCALE: 1 "= 10'_VERTICAL
0
NOTES:
All sewer laterals to be installed at 5' below
native ground 10' into property.
All hydrants to be Waterous brand.
- 5' 7'
2% —�
i.X/ X�\
19.5'
-.-*— 2%
19.5'
� � I
PROPERTY BOUNDARY
E 8 PVC SEWER
EXISTING PVC SANITARY SEWER LINE AS
NOTED
e-s
EXISTING SEWER LATERAL
PROPOSED PVC SDR35 SANITARY SEWER
8 PVC SEWER—}
LINE AS NOTED
PROPOSED 4" PVC SDR 35 SEWER
s
LATERAL (S=2.0% min)
Wv
E 8 DI WATER
EXISTING WATER LINE -SIZE AS SHOWN
e-w
EXISTING WATER LATERAL
PROPOSED DI CLASS 50 WATER LINE AS
8 DI WATER
NOTED
w
PROPOSED 1" SERVICE PER ISPWC SD-401
15 E ADS SD--
EXISTING STORM LINE/CB
15 ADS SD
NEW STORM LINE/CB
PROPOSED 6" C-900 DR14 IRRIGATION
6 IRR
MAIN W/ VALVES
PROPOSED IRRIGATION SERVICE W/ STOP &
WASTE (1" SINGLE/1-1/2" TO DOUBLE)
#
EXISTING STREET LIGHT
#
NEW STREET LIGHT -PER CITY STANDARDS
2-1/2" ASPHALT PLANTMIX PAVEMENT
3-1 /2" OF i4" AGGREGATE BASE
USE 12" GRANULAR BORROW —
GEOTEXTILE FABRIC BELOW
AND UP SIDES
68' TYPICAL ROAD CROSS-SECTION
NEW ASPHALT
EXISTING ASPHALT
PROPOSED CONCRETE
EXISTING CONCRETE
u�
_ 30"
ROLLED CURB
4"
12"
2.5"
30"
SIDEWALK
12" GRANULAR BORROW
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7 SHEETS
SUMMERFIELD SUBDIVISION DIVISION NO.14
LEGEND
Drainage Area to Pond:
Weighted 'C' value for Pond Drainage Area
Allowable Infiltration Rate:
Soil Group A/B
Pond Bottom Area:
25-Year Return Period
AREA A
2.05 acres
0.44
6.0 inches/hr = 0.0083 ft/min
20 ft x 50 ft = 1000 sq. ft.
Precip.*
Precip.
Accum.
Allowable
Accum.
Required
Interval
Intensity
Depth
Area
C
CxAx3630
Inflow
Discharge
Discharge
Storage
(min)
(in/hr)
(in)
(ac)
Value
(ft"3/in)
(ft3/min)
(ft"3/min)
(ft'3)
(ft'3) (ac-ft)
5
3.66
0.31
2.05
0.44
3274.26
998.6493
8
42
957
0.02
10
2.95
0.49
2.05
0.44
3274.26
1609.8445
8
83
1527
0.04
15
2.30
0.58
2.05
0.44
3274.26
1882.6995
8
125.00
1758
0.04
30
1.55
0.77
2.05
0.44
3274.26
2534.2772
8
250.00
2284
0.05
60
0.91
0.91
2.05
0.44
3274.26
2979.5766
8
500.00
2480
0.06
0.15 pervious
Drainage Area to Pond:
Weighted 'C' value for Pond Drainage Area:
Allowable Infiltration Rate:
Soil Group A/B
Pond Bottom Area:
25-Year Return Period
AREA D
59765 sf 0.95 impervious 34760
2.17 acres
10 ftx
0.44
6.0 inches/hr = 0.0083 ft/min
55 ft =
Drainage Area to Pond:
Weighted 'C' value for Pond Drainage Area:
Allowable Infiltration Rate:
Soil Group A/B
Pond Bottom Area:
25-Year Return Period
GRADING/DRAINAGE PLAN
<t;
0 30 60 120
SCALE: 1 "= 60' (24X36 PLAN SET)
AREA B
2.26 acres
0.41
6.0 inches/hr = 0.0083 ft/min
10 ftx 55 ft = 550 sq. ft.
Precip.*
Precip.
Accum.
Allowable
Accum.
Required
Interval
Intensity
Depth
Area
C
CxAx3630
Inflow
Discharge
Discharge
Storage
(min)
(in/hr)
(in)
(ac)
Value
(ft"3/in)
(ft3/min)
(ft'3/min)
(ft"3)
(ft^3) (ac-ft)
5
3.66
0.31
2.26
0.41
3363.558
1025.8852
5
23
1003
0.02
10
2.95
0.49
2.26
0.41
3363.558
1653.7494
5
46
1608
0.04
15
2.30
0.58
2.26
0.41
3363.558
1934.0459
5
68.75
1865
0.04
30
1.55
0.77
2.26
0.41
3363.558
2603.3939
5
137.50
2466
0.06
60
0.91
0.91
2.26
0.41
3363.558
3060.8378
5
275.00
2786
0.06
sf AREA E
0.15 pervious 45530 sf 0.95 impervious 29393 sf
Drainage Area to Pond: 1.72 acres
Weighted 'C' value for Pond Drainage Area: 0.46
Allowable Infiltration Rate: 6.0 inches/hr = 0.0083 ft/min
Soil Group A/B
550 sq. ft. Pond Bottom Area: 10 ftx 55 ft = 550 sq. ft.
Precip.*
Precip.
Accum.
Allowable
Accum.
Required
Interval
Intensity
Depth
Area
C
CxAx3630
Inflow
Discharge
Discharge
Storage
(min)
(in/hr)
(in)
(ac)
Value
(ft"3/in)
(ft3/min)
(ft"3/min)
(ft"3)
(ft"3) (ac-ft)
5
3.66
0.31
2.17
0.44
3498.8958
1067.1632
5
23
1044
0.02
10
2.95
0.49
2.17
0.4441867
3498.8958
1720.2905
5
46
1674
0.04
15
2.30
0.58
2.17
0.4441867
3498.8958
2011.8651
5
68.75
1943
0.04
30
1.55
0.77
2.17
0.4441867
3498.8958
2708.1454
5
137.50
2571
0.06
60
0.91
0.91
2.17
0.4441867
3498.8958
3183.9952
5
275.00
2909
0.07
25-Year Return Period
Precip.*
Precip.
Accum.
Allowable
Accum.
Required
Interval
Intensity
Depth
Area
C
CxAx3630
Inflow
Discharge
Discharge
Storage
(min)
(in/hr)
(in)
(ac)
Value
(ft^3/in)
(ft3/min)
(ft"3/min)
(ft'3)
(ft'3) (ac-ft)
5
3.66
0.31
1.72
0.46
2896.0708
883.3016
5
23
860
0.02
10
2.95
0.49
1.72
0.4638476
2896.0708
1423.9015
5
46
1378
0.03
15
2.30
0.58
1.72
0.4638476
2896.0708
1665.2407
5
68.75
1596
0.04
30
1.55
0.77
1.72
0.4638476
2896.0708
2241.5588
5
137.50
2104
0.05
60
0.91
0.91
1.72
0.4638476
2896.0708
2635.4245
5
275.00
2360
0.05
I
0.15 pervious
Drainage Area to Pond:
Weighted 'C' value for Pond Drainage Area
Allowable Infiltration Rate:
Soil Group A/B
Pond Bottom Area:
AREA C
87239 sf 0.95 impervious 51717
3.19 acres
10 ftx
0.45
6.0 inches/hr = 0.0083 ftimin
55 ft =
sf
550 sq. ft.
15 E ADS SD
15 ADS SD
PROPERTY BOUNDARY
EXISTING STORM LINE/CB
NEW STORM LINE/CB
NEW MJR CONTOUR (2.5')
NEW MNR CONTOUR (0.5')
ORIGINAL MJR CONTOUR (5')
ORIGINAL MNR CONTOUR (1')
Neenah R-3067 or equivalent grates required
on all catch basins.
25-Year Return Period
Precip.*
Precip.
Accum.
Allowable
Accum.
Required
Interval
Intensity
Depth
Area
C
CxAx3630
Inflow
Discharge
Discharge
Storage
(min)
(in/hr)
(in)
(ac)
Value
(ft^3/in)
(ft3/min)
(ft"3/min)
(ft^3)
(ft"3) (ac-ft)
5
3.66
0.31
3.19
0.45
5184.75
1581.3488
5
23
1558
0.04
10
2.95
0.49
3.19
0.447746
5184.75
2549.1688
5
46
2503
0.06
15
2.30
0.58
3.19
0.447746
5184.75
2981.2313
5
68.75
2912
0.07
30
1.55
0.77
3.19
0.447746
5184.75
4012.9965
5
137.50
3875
0.09
60
0.91
0.91
3.19
0.447746
5184.75
4718.1225
5
275.00
4443
0.10
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SHEET
5
OF
7 SHEETS
SUMMERFIELD SUBDIVISION DIVISION NO.14
LEGEND
GRADING/DRAINAGE PLAN
<t;
0 30 60 120
SCALE: 1 "= 60' (24X36 PLAN SET)
BoCH: 4d4U. U/
Volume: 3,103 Cf
15 E ADS SD
15 ADS SD
PROPERTY BOUNDARY
EXISTING STORM LINE/CB
NEW STORM LINE/CB
NEW MJR CONTOUR (2.5')
NEW MNR CONTOUR (0.5')
ORIGINAL MJR CONTOUR (5')
ORIGINAL MNR CONTOUR (1')
Neenah R-3067 or equivalent grates required
on all catch basins.
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SHEET
OF
7 SHEETS
SUMMERFIELD SUBDIVISION DIVISION NO.14
TOP VIEW
Cq 3/4-
T SECTION A A
GRATE TYPE II
N.T.S.
3 WELD (4) 1 /2" x 3"
30" STUDS
SEE NOTES BELOW
4
1-3/4" x 1-3/4" x 1 /4"
STEEL ANGLE
TOP VIEW
ISOMETRIC
END VIEW
GRATE FRAME DETAIL
NOTES N.T.S. LEGEND
O FOUR-SIDED FRAME IS REQUIRED.
O1 1-1/2" x 3/4" STEEL BARS (TYP.).
O2 CONTRACTOR HAS THE OPTION OF WELDING THE BACK
STEEL ANGLE BAR INTO PLACE AFTER SLIP FORMS FOR 20 1/4" FILLET WELD ALL BARS.
BOX HAVE BEEN REMOVED. ENSURE GRATE FRAME IS 4 PLACES (TYP.)
SQUARE BEFORE DOING A FULL PENETRATION WELD TO
ATTACH BACK STEEL ANGLE BAR. 30 WELD (4) 1/2"x3" STUDS.
2005
IDAHO STANDARDS CATCH BASIN GRATE STANDARD DRAWING
FOR CONSTRUCTIONPUBLIC N0 KS TYPE 11 --) u — V I J
O OO
O 0 00 o
O Q
0 0
0 0 ° o
o
0 0 0
0
0opQD Q
0 o QoQ ° 0 0 0
PERFORARTED
O 0 0
00 ° Qo
PRECAST
BARRELS CONCRETE
o° o o
o O o O 0
o °
O0
(D (D
0 0 0
0 0 0(--) ° 0 °"
0 Q Q 0 o Q
oQ
4'
.
0 00 CD 0 0
° 0 0
0 O o 0 CD
0 00
o O O ° O
0 o Q Q
6'
6'-6" RAID.
SUMP DETAIL
NOT TO SCALE
CATCH BASIN HEAD
4" OF T'
STANDARD SIZE "A" GRATE
FOR 30" CATCH BASIN
FRAME FOR 30" CATCH BASIN
EXTEND POURED IN PLACE
CURB & GUTTER AROUND
FRAME & GRATE
30" CATCH
BASIN BARREL
ASTM C-478
DRAINAGE DETAILS
DRAINAGE DETAILS
20" DUI.
TYPICAL
PLAN VIEW
NOTE:
1. THE USE OF THIN WALL KNOCKOUTS IN CATCH
BASIN BARRELS IS NOT MANDATORY. FACTORY OR
FIELD CORED HOLES IN A STD. 2'-6" DIA.
REINFORCED CONCRETE PIPE DESIGNED FOR
VERTICAL INSTALLATION & ALSO TO WITHSTAND
HS-20 LOADING WILL ALSO BE APPROVED.
37"
�30"�
A SECTION A
SIDE VIEW SD-5
30 CATCH BASIN
1' topsoil
; 000 o
QO 0o0
o0 0 0
0 000
o
0 00 0
O
0 O
77 0O 0
0 0
0 0 0 0
0
00
0
0 C-)0
oDo
PIPE
` 00 0
00
00 00
00
0 0
0 0 0
00 0 0
0 00�
0 C) C)
0
O
00 0 00
00 o
0
O
(D0 0
COURSE ROCK
C:)0 BACKFILL 2"
0 0 0
O MIN.-6" MAX
0
0
C) C) 0
O
00 0
0 0
C) C)�o
0
4' MIN.
6'-6" RAID.
NOT TO SCALE
WALL KNOCKOUTS
NOTE
POURED
CONCRETE BASE
30" DIA. CATCH
BASIN
Si
3'-3"
1 30" D1A. CATCH BASIN
SD-5 TYPE 1
THIS C.B. IS A MODIFIED ITD TYPE 1
C.B. PER ITD STD. DWG. E-6—A.
APPROXIMATE WEIGHTS
M.H. LID 540 LBS.
4' M.H. SECTION 1,470 LBS.
(INCLUDES 4" BASE)
REINFORCING NOTES:
1. REINF. TO BE CENTERED IN CONCRETE
UNLESS OTHERWISE NOTED.
2. ALL LAPS TO BE A MINIMUM OF 48 BAR
DIAMETERS.
3. CLEAR SPACING BETWEEN ANY PAR&L EL
REINF. TO BE A MINIMUM OF 1 1 2 .
4. MANHOLE SECTIONS ARE DESIGNE
TO MEET ASTM C478
LID DESIGN CRITERIA:
CONCRETE STRENGTH (28—DAY)-5,000 PSI
STEEL YIELD STRENGTH 60 000 PSI
SOIL DENSITY 120 �CF
EQUIV. SOIL FLUID PRESSURE 0 FT45 PCF
DEPTH OF FILL
AASHTO LOADING HS20
W2 4 REBAR FLOW LINE OF CURB
A C ORS — LOCATE
3 1/2" FROM EDGE TOP OF CURB
OF OPENING (TYP.)
2'-0' .:.
BOTTOM OF CURB t
S�B SECTION B
SHOWN WITHOUT FRAME & GRATE rDSECTION D
SUMP CONDITION SHOWN WITH
FRAME & GRATE INLET—
NLET CURB & GUTTER FRAME & GRATE
CONCRETE APRON (2) #4 REBAR
ANCHORS —LOCATE
OFIOPENING (TYP.) - FROM EDGELOW LINE OF CURB
TOP OF CURB
[71
103
FLy
4 „ .. . .
i� SECTION C
s°-5 30" DIA. CATCH BASIN HEAD
CURB & GUTTER STYLE
BOTTOM OF CURB J
D SECTION D
S'- GRADE CONDITION SHOWN
WITH FRAME & GRATE
30 CATCH BASIN CURB N STALATI ON
NOT TO SCALE
STANDARD MH RING
& COVER FLUSH WITH
GROUND SURFACE
STANDARD MH
CONE SECTION
12"-24" 15" INLET FROM
CATCH INTOO INNBASIN. INFILTRATOR ERSEPARATOR RING
�
STD 4'dia
MANHOLE
12" PVC
TO SUMP
SECURE PIPE TO 15" OPENING W/
FLEXIBLE SEAL, TYP.
WALL W/ SS STRAP 2'
AND HARDWARE. 2, T
1 1'
4" minus PERFORATE Invert
rock LOWER V per plan
PRECAST SOLID
FLOOR AND LOWER
MH SECTION
CROSS SECTION
nn�,r�,rniT /nnninr�rTE
ADS 601
GEOTEXTI LE
OR EQUAL
MC-3500
CHAMBER
31,
Bottom of
Chambers (BoCH)
J
STORMTECH DETAIL
SEE MANUFACTURER FOR INSTALLATION
DETAILS
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7
OF
7 SHEETS