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NOTE:
CONTRACTOR SHALL VERIFY SLOPE AND
LOCATION OF EXISTING 48"0 RCP (EXP -1).
SEE TABLE FOR RCP PIPE P-1 SIZE
REQUIREMENTS..
1906
1906
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if not one inch on this sheet, adjust scales accordingly
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CENTERLINE
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508+00
W Design is not contracted to provide a
Coordinating Professional on the
Westbrook Village L.L.C.,
Lakeview 6th Addition
development project. Our professional
stamp(s) shown on this project are for
details shown in these drawings.
This bar is one inch long on original drawing.
if not one inch on this sheet, adjust scales accordingly
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CENTERLINE
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W Design is not contracted to provide a
Coordinating Professional on the
Westbrook Village L.L.C.,
Lakeview 6th Addition
development project. Our professional
stamp(s) shown on this project are for
details shown in these drawings.
This bar is one inch long on original drawing.
if not one inch on this sheet, adjust scales accordingly
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DATE: JANUARY, 2019
TRANSVERSE PIPE #2 PROFILE
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1932
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509+00
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W Design is not contracted to provide a
Coordinating Professional on the
Westbrook Village L.L.C.,
Lakeview 6th Addition
development project. Our professional
stamp(s) shown on this project are for
details shown in these drawings.
This bar is one inch long on original drawing.
if not one inch on this sheet, adjust scales accordingly
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DATE: JANUARY, 2019
LAKEVIEW 6" ADDITION ADDENDUM NO. 1
STORM SEWER PROJECT January 31, 2019
HASTINGS, NEBRASKA WDA PROJECT 4921L-18
L INSTRUCTIONS
A. This supplement to the Plans and Specifications is issued prior to the receipt of bids. All
work covered in this supplement shall be included in the original quotation and the
supplement will be considered one of the Contract Documents.
B. All work performed under this supplement shall be subject to the General Conditions of
the contract and the specifications for similar work in connection with this project.
C. The proposed Contract Documents for this work are modified as follows:
II. SPECIFICATIONS
A. Section 00310 —See new Proposal Form attached.
B. Section 02220 — Trench Excavation and Backfill
IL D. Trench installation as well as pipe bedding and backfill shall conform to NDOT
Standard Plan 411-R2.
C. Section 03400 — Concrete Culvert Pipe
2.b. In the case of concrete pipe, Type 1 soil shall be placed in the haunch area to the
spring line. In the case of plastic pipe, Type 1 soil shall be placed to a minimum of 12"
about the outside diameter of the pipe. See NDOT Standard Plan 411-R2 for details and
soil types.
III. DRAWINGS
A. SHEET C-1 —The following note shall be added: ADDENDUM #1: CONTRACTOR
SHALL REFER TO NDOT STANDARD PLAN 411-R2 FOR BEDDING AND
BACKFILL DETAIL. FOR CONCRETE PIPE COMPACTED SAND IS REQUIRED
TO THE SPRING LINE OF PIPE. FOR PLASTIC PIPE COMPACTED SAND IS
REQUIRED TO 12" ABOVE TOP OF PIPE.
B. SHEET C -1/C -2/C-3 —Removed structure JB -4. Moved structure STR-3 East to
coincide with property line. Decreased depth of structure STR-3 and rotated pipe P-5 to
match structure. Revised drawings attached.
W DESIGN ASSOCIATES
MED)OK/HASTINGS, NEBRASKA
J. 31, 2019 ADDENDUM 1 - 1 5192,_AANDERSNDLV6[GESPECS�D#, 921L 18
W DESIGN ASSOCIATES
Consulting Engineers & Architects
McCook, Nebraska 69001
Hastings, Nebraska 68901
LAKEVIEW 6" ADDITION ADDENDUM NO. 1
STORM SEWER PROJECT January 31, 2019
HASTINGS, NEBRASKA WDA PROJECT 4921L-18
L INSTRUCTIONS
A. This supplement to the Plans and Specifications is issued prior to the receipt of bids. All
work covered in this supplement shall be included in the original quotation and the
supplement will be considered one of the Contract Documents.
B. All work performed under this supplement shall be subject to the General Conditions of
the contract and the specifications for similar work in connection with this project.
C. The proposed Contract Documents for this work are modified as follows:
II. SPECIFICATIONS
A. Section 00310 —See new Proposal Form attached.
B. Section 02220 — Trench Excavation and Backfill
IL D. Trench installation as well as pipe bedding and backfill shall conform to NDOT
Standard Plan 411-R2.
C. Section 03400 — Concrete Culvert Pipe
2.b. In the case of concrete pipe, Type 1 soil shall be placed in the haunch area to the
spring line. In the case of plastic pipe, Type 1 soil shall be placed to a minimum of 12"
about the outside diameter of the pipe. See NDOT Standard Plan 411-R2 for details and
soil types.
III. DRAWINGS
A. SHEET C-1 —The following note shall be added: ADDENDUM #1: CONTRACTOR
SHALL REFER TO NDOT STANDARD PLAN 411-R2 FOR BEDDING AND
BACKFILL DETAIL. FOR CONCRETE PIPE COMPACTED SAND IS REQUIRED
TO THE SPRING LINE OF PIPE. FOR PLASTIC PIPE COMPACTED SAND IS
REQUIRED TO 12" ABOVE TOP OF PIPE.
B. SHEET C -1/C -2/C-3 —Removed structure JB -4. Moved structure STR-3 East to
coincide with property line. Decreased depth of structure STR-3 and rotated pipe P-5 to
match structure. Revised drawings attached.
W DESIGN ASSOCIATES
MED)OK/HASTINGS, NEBRASKA
J. 31, 2019 ADDENDUM 1 - 1 5192,_AANDERSNDLV6[GESPECS�D#, 921L 18
C. NDOT Standard Plan 411-R2 attached for reference.
IV. APPROVED MANUFACTURER'S/SUBSTITUTIONS
Contractor shall verify that all approved manufacturers are equal to those specified during the
bidding phase. Architect/Engineer will verify products are equal to those specified during the
shop drawing phase.
V. CLARIFICATIONS — None at this time.
End of Addendum #1
W DESIGN ASSOCIATES
MED)OK/HASTINGS, NEBRASKA
J. 31, 2019 ADDENDUM 1 - 2 5192,_AANDERSNDLV6[GESPECS�D#, 921L 18
00310 - PROPOSAL FORM
TO: Westbrook Village L.L.0
Hastings, Nebraska
Proposal of doing business as (a corporation, organized
and existing under the laws of the State of Nebraska, a partnership, or an individual), hereinafter
called the "Bidder" to Westbrook Village L.L.0 of Hastings, Nebraska (hereinafter called
"Owner").
The undersigned acknowledges that he has received the following:
1. Project Specifications and Drawings
2. Addendum(s), (if any, list No's.)
The Bidder in compliance with the invitation for bids for the construction of the
LAKEVIEW 6TH ADDITION STORM SEWER PROJECT in Hastings, Nebraska, having
examined the Plans and Specifications with related documents and the site of the proposed work,
and being familiar with all of the conditions surrounding the construction of the proposed project
including the availability of materials and labor, hereby proposes to furnish all labor, materials,
supplies, overhead profit, insurance, etc., and to construct the project in accordance with the
contract documents, within the time set forth herein, and at the unit prices stated below. These
prices are to cover all expenses incurred in performing the work required under the contract
documents, of which this proposal is a part.
STORM SEWER CONTRACT
ITEM DESCRIPTION QUANTITY UNITS UNIT PRICE TOTAL PRICE
1
18" RCP, Class III
64
L. F. _
2
24" RCP, Class III
186
L. F. _
3
30" RCP, Class III
775
L. F. _
4
36" RCP, Class III
32
L. F. _
5
48" RCP, Class III
264
L. F. _
6
Build Curb Inlet Y=4', Plan 443-Rl 1
3
EA. _
7
Build Curb Inlet Y=7', B=5.08',
1
EA. _
Plan 443-R11
8
Build Curb Inlet Y=11', B=O,
1
EA.
Plan 443-R11
9
Build Curb Inlet Y=18', B = 0,
1
EA. _
Plan 443-R11
10
Build Curb Inlet Y=18', B = 2'9"
1
EA. _
Plan 443-R11
11
Build Concrete Junction Box
EA.
YxY,-3'0"x4'0" XA9=5.7'
_
TOTAL BID
($ 1
W DESIGN ASSOCIATES
MECOOK/HASTINGS, NEBRASKA
J. 31, 2019 00310- 1 S:I921- ANDERS0NLV6[GESPECSS00310921L 18
Explanation of Alternate Bid Items: Alternates may be selected as replacement for the associated
item in the base bid (i.e. they are not to be considered an add or deduct). Any accessories or
additional plant, labor and materials needed to make the alternate a complete equal replacement
for the base bid item should be included in the alternate bid item.
ALTERNATE BID
ITEM DESCRIPTION QUANTITY UNITS UNIT PRICE TOTAL PRICE
3a 30" HDPE, Type S 99 L. F.
TOTAL (ALTERNATE) BID
($ 1
Bidder understands that the Owner reserves the right to reject any or all bids and to waive
any informality in the bidding.
The bidder agrees that this bid shall be good and may not be withdrawn for a period of 30
calendar days after the scheduled closing time for receiving bids. If selected, the bidder agrees
to enter into a contract with the Owner with the proposed terms and construct the project as
described in the specifications and shown on the plans, for the unit prices bid herein. Bidder
further agrees to commence work under this contract as stated below.
Contractor's Proposed Schedule: Start Date:
Completion Date:
Bidder further agrees to pay as liquidated damages, the sum of $250.00 for each
consecutive calendar day after the agreed completion date for which the work is not complete.
Upon receipt of written notice of the acceptance of this bid, bidder will execute the
formal contract attached within 10 days and deliver any Bonds as required by these contract
documents.
Respectfully Submitted,
(SEAL - if bid is by a Corp.) By:
(Name & Title)
(Company)
(Business Address & Zip Code)
W DESIGN ASSOCIATES
MECOOK/HASTINGS, NEBRASKA
J. 31, 2019 00310-2 S:I921- ANDERS0NLV6[GESPECSS00310921L 18
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8
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TABLE 1 - CONCRETE
STANDARD INSTALLATIONS. SOILS AND
MINIMUM COMPACTION REOUIREMENTS
INSTALLATION
BEDDING
HAUNCH AND
LOWER
TYPE
THICKNESS
OUTER BEDDING
SIDE
90% SW. 95% ML,
100% CL,
TYPE 1
95% SW
OR NATURAL
SOILS OF
EQUAL FIRMNESS
D0/24 MINIMUM.
NOT LESS THAN
85% SW, 90% ML,
3" IF ROCK
90% SW
95% CL,
TYPE 2
FOUNDATION,USE
OR
OR NATURAL
DO/12 MINIMUM.
95% ML
SOILS OF
NOT LESS
EQUAL FIRMNESS
THAN 6".
85% SW,
85% SW, 90% ML,
90% ML.
95% CL,
*TYPE 3
OR
OR NATURAL
95% CL
SOILS OF
EQUAL FIRMNESS
TABLE 1 NOTES:
0 THE TYPE 3 INSTALLATION (SHADED) 1N TABLE 4 IS THE NDOR MINIMUM
STANDARD, USING EITHER A SHAPED TRENCH ACCORDING TO THE STANDARD
SPECIFICATIONS, OR AT THE OPTION OF THE CONTRACTOR, THE BEDDING
WITH COMPACTIONS AS SHOWN.
MAXIMUM FILL HEIGHTS FOR THE TYPE 1. 2. AND 3 INSTALLATIONS ARE
SHOWN IN TABLE 4.
NATURAL GROUND
OVER FILL— — —
THE SOIL IN THE LOWER SIDE
ZONE, IF NOT IN SITU (OVER
EXCAVATED), SHALL BE
APPROVED MATERIAL AND i -i
COMPACTED. SEE TABLE i
BEDDING
SEE TABLE 1
PLACE 3 FT. TO 4 FT. OF COHESIVE SOIL
PLUG AT THE INLET AROUND THE
CULVERT TO PREVENT SECONDARY FLOWS
END SECTION
OVER FILL - SW, ML, OR CL
USE TYPICAL ROADBED COMPACTION
AT MAX. 6" LIFT INTERVALS.
FLOW LINE (INVERT)
SPRING LINE
HAUNCH AREA - SEE TABLE 1
FILL TO SPRING LINE
LOWER SIDE
- - SEE TABLE 1
MIDDLE BEDDING, LOOSELY PLACED
UNCOMPACTED BEDDING, SAME
OUTER BEDDING, SAME MATERIAL REQUIREMENTS AS HAUNCH AREA
MATERIAL AND COMPACTION
REQUIREMENTS AS
HAUNCH AREA TRENCH DETAILS SHOWN ARE MINIMUM REQUIREMENTS FOR DESIGN
AND CONSTRUCTION. PAYMENT FOR EXCAVATION IS BASED UPON
THE GUIDELINES IN THE STANDARD SPECIFICATIONS.
TRENCHES SHALL BE EXCAVATED IN ACCORDANCE WITH APPROVED SAFETY PRACTICE.
TYPICAL TRENCH INSTALLATION
PLACE 3 FT. TO 4 FT. OF COHESIVE
SOIL PLUG AT THE OUTLET AROUND
THE CULVERT TO PREVENT EROSION.
END SECTION
LIMITS OF BEDDING AND BACKFILL
EXCAVATION, BEDDING AND EMBANKMENT SEQUENCE:
TRENCH INSTALLATION:
(A) DETERMINE THE FLOW LINE AND TRENCH BOTTOM ELEVATIONS.
(B) DETERMINE THE SHAPE OF TRENCH. DECIDE IF SHORING IS NEEDED. CONTRACTOR IS ULTIMATELY
RESPONSIBLE FOR THE SAFETY OF ALL WORKERS, EQUIPMENT AND MATERIALS IN THE TRENCH.
(C) PLACE THE BEDDING MATERIAL (SEE CONCRETE - TABLE 1) LOOSELY.
(D) PLACE PIPE ON THE BEDDING AND COMPACT OUTER BEDDING, (SEE TABLE 1).
(E) PLACE AND COMPACT THE LOWER SIDE, HAUNCH AND OVERFILL MATERIAL AT 6 IN. INTERVALS.
EMBANKMENT INSTALLATION.
(A) DETERMINE THE FLOW LINE AND SPRING LINE ELEVATION.
(B) IF FLOW LINE IS ABOVE THE NATURAL GROUND, PLACE AN EMBANKMENT AT LEAST JDO WIDE WITH 3:1
FORESLOPES OR FLATTER AT SPRING LINE ELEVATION, COMPACTED AT ROADBED REQUIRED COMPACTION.
(C) IF THE FLOW LINE IS BELOW THE NATURAL GROUND BUT THE SPRING LINE IS ABOVE THE NATURAL GROUND,
PLACE THE EMBANKMENT SIMILAR TO THE ONE IN STEP B.
(D) EXCAVATE TO PROPER ELEVATION.
(E) PLACE BEDDING MATERIAL (SEE TABLE 1) LOOSELY.
(F) PLACE THE PIPE ON THE BEDDING MATERIAL AND COMPACT OUTER BEDDING MATERIAL (SEE CONCRETE - TABLE 1).
(G) PLACE AND COMPACT THE HAUNCH. LOWER SIDE AND OVERFILL MATERIAL AT 6 IN. INTERVALS.
NOTES FOR TRENCH INSTALLATIONS:
1. COMPACTION AND SOIL SYMBOLS, I.E. 95% SW, REFER TO SW SOIL
MATERIAL WITH MINIMUM STANDARD PROCTOR COMPACTION
OF 95X.
2. THE TRENCH TOP ELEVATION SHALL BE NO LOWER THAN 1 FT. BELOW
THE BOTTOM OF THE PAVEMENT BASE MATERIAL.
3. SOIL IN BEDDING AND HAUNCH ZONES SHALL BE COMPACTED TO AT
LEAST THE SAME COMPACTION AS SPECIFIED FOR THE MAJORITY OF
SOIL IN THE BACKFILL ZONES.
4. THE TRENCH WIDTH SHALL BE WIDER THAN SHOWY IF REQUIRED FOR
ADEQUATE SPACE TO ATTAIN THE SPECIFIED COMPACTION IN THE
HAUNCH AND BEDDING ZONES.
5. FOR TRENCH WALLS THAT ARE WITHIN 10 DEGREES OF VERTICAL, THE
COMPACTION OR FIRMNESS OF THE SOIL IN THE TRENCH WALLS AND
LOWER SIDE ZONE NEED NOT TO BE CONSIDERED.
6. FOR TRENCH WALLS WITH GREATER THAN 10 DEGREE SLOPES THAT
CONSIST OF EMBANKMENT, THE LOWER SIDE SHALL BE COMPACTED TO
AT LEAST THE SAME COMPACTION AS SPECIFIED FOR THE SOIL IN
THE BACKFILL ZONE.
8
u
TABLE 1 — CONCRETE
STANDARD INSTALLATIONS, SOILS AND
MINIMUM COMPACTION REOUIREMENTS
INSTALLATION
BEDDING
HAUNCH AND
LOWER
TYPE
THICKNESS
OUTER BEDDING
SIDE
TYPE 1
95% SW
90% SW. 95% ML
23 27
28.5
NO. 4
OR 100% CL
26.5 31.5
OO/24 MINIMUM,
24
30 34.5
36.5
WELL GRADED SANDS AND GRAVELLY -SANDS:
27
NOT LESS THAN
41
30
3" IF ROCK
90% SW
85% SW, 90% ML
TYPE 2
FOUNDATION,USE
DO/12
OR
DR 95% CL
42
MINIMUM,
95% ML
44
48
NOT LESS
71
49
54
THAN 6".
80
55
60
72 85
89
61
66
85% SW,
97
*TYPE 3
72
90% ML,
85X SW, 90% ML
73
78
OR
DR 95X CL
79
84
95% CL
123
TABLE 1 NOTES:
M THE TYPE 3 INSTALLATION !SHADED) IN TABLE 4 IS THE NDOR MINIMUM
STANDARD, USING EITHER A SHAPED TRENCH ACCORDING TO THE STANDARD
SPECIFICATIONS, OR AT THE OPTION OF THE CONTRACTOR, THE BEDDING
WITH COMPACTIONS AS SHOWN.
MAXIMUM FILL HEIGHTS FOR THE TYPE 1. 2, AND 3 INSTALLATIONS ARE
SHOWN IN TABLE 4.
D0/6 (MIN.)
SPRING LINE
NATURAL GROUND BEDING
SEE D
TABLE 1 J
TABLE 2 — CONCRETE
PIPE DIMENSIONS
NOMINAL
PIPE
STANDARD OUTSIDE PIPE
DIAMETER, DO (SPAN)
PERCENTAGE PASSING SIEVE SIZES
DIAMETER
(INCHES)
ROUND ARCH
PIPE PIPE
H. ELLIP. V.
PIPE
ELLIP.
PIPE
15
19.5 22.5
DESCRIPTION
18
23 27
28.5
NO. 4
21
26.5 31.5
24
30 34.5
36.5
WELL GRADED SANDS AND GRAVELLY -SANDS:
27
33.5
41
30
37 43.25
45.5
36
44 51.75
54
38
42
51 60.13
63
44
48
58 68.5
71
49
54
65 76
80
55
60
72 85
89
61
66
79
97
67
72
86 102
106
73
78
93
114
79
84
100 118
123
85
90
107
96
114
102
121
108
128
TOP OF SUBGRADE
DO D0/6 (MIN.)
OVER FILL - SW, ML, OR CL
USE TYPICAL ROADBED COMPACTION
AT MAX. 6" LIFT INTERVALS
FILL EMBANKMENT
LOWER SIDE
SEE TABLE i
HAUNCH AREA - SEE TABLE 1
FILL TO SPRING LINE
OUTER BEDDING, SAME MATERIAL MIDDLE BEDDING, LOOSELY PLACED
AND COMPACTION REQUIREMENTS UNCOMPACTED BEDDING, SAME
AS HAUNCH AREA / MATERIAL REQUIREMENTS AS HAUNCH AREA
!� FOUNDATION J
TYPICAL EMBANKMENT INSTALLATION
TABLE 3
SOIL CLASSIFICATION FOR BEDDING & BACKFILL
ASTM
PERCENTAGE PASSING SIEVE SIZES
SOIL GROUP
DESCRIPTION
SY24OL
11/2 IN.
NO. 4
NO. 200
ST
SW
WELL GRADED SANDS AND GRAVELLY -SANDS:
>50X OF "COURSE
45X
LITTLE OR NO FINES. NON PLASTIC
100%
FRACTION"
ML
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY
OR CLAYEY -FINE -SANDS, SILTS WITH SLIGHT PLASTICITY
100%
) 5OX
CL
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,
GRAVELY -CLAYS, SANDY -CLAYS, SILTY -CLAYS, LEAN CLAYS
NOTES FOR EMBANKMENT INSTALLATIONS
1. COMPACTION AND SOIL SYMBOLS, I.E. 95% SW, REFER TO SW SOIL MATERIAL WITH A MINIMUM STANDARD
PROCTOR COMPACTION OF 95X
2. SOIL IN THE OUTER BEDDING, HAUNCH, AND LOWER SIDE ZONES, EXCEPT WITHIN THE DO/3 MIDDLE BEDDING,
SHALL BE COMPACTED TO AT LEAST THE SAME COMPACTION AS THE MAJORITY OF THE SOIL IN THE OVERFILL
ZONES.
J. SUBTRENCHES
3.1 A SUBTRENCH IS DEFINED AS A TRENCH WITH ITS TOP AT AN ELEVATION LOWER THAN i FT. BELOW THE BOTTOM
OF THE PAVEMENT BASE MATERIAL.
3.2 THE MINIMUM WIDTH OF A SUBTRENCH SHALL BE 1.33D0. OR WIDER IF REQUIRED FOR ADEQUATE SPACE TO
ATTAIN THE SPECIFIED COMPACTION IN THE HAUNCH AND BEDDING ZONES.
S3 FOR SUBTRENCHES WITH WALLS OF NATURAL SOIL, ANY PORTION OF THE LOWER SIDE ZONE IN THE SUBTRENCH
WALL SHALL BE AT LEAST AS FIRM AS AN EQUIVALENT SOIL PLACED TO THE COMPACTION REQUIREMENTS
SPECIFIED FOR THE LOWER SIDE ZONE, AND AS FIRM AS THE MAJORITY OF SOIL IN THE OVERFILL ZONE, OR
SHALL BE REMOVED AND REPLACED WITH SOIL COMPACTED TO THE SPECIFIED LEVEL.
GENERAL NOTES
WHEN IN-SITU LATERAL SOIL RESISTANCE IS NEGLIGIBLE, E.G. PEAT, MUCK, OR HIGHLY EXPANSIVE SOIL, EMBEDMENT
SHALL BE PLACED AND COMPACTED AT THE DIRECTION OF THE ENGINEER.
TO PROTECT THE PIPE AND BACKFILL DURING CONSTRUCTION, PROVIDE A MINIMUM OF 36" OF COMPACTED FILL
MATERIAL OVER THE TOP OF THE PIPE BEFORE ALLOWING ANY HEAVY EQUIPMENT TO TRAVERSE OVER THE PIPE.
EXTREMELY HEAVY EQUIPMENT MAY REQUIRE LARGER COVER AS DETERMINED BY THE CONTRACTOR.
THE PIPE VOLUME SHOULD NOT BE SUBTRACTED FROM THE VOLUME OF EXCAVATION.
THESE DESIGN STANDARDS ARE MINIMUM. IF A MORE RESTRICTIVE DESIGN IS REQUIRED BY THE ENGINEER OR CULVERT
MANUFACTURER, THEN THESE STANDARDS SHALL BE MODIFIED. CHANGES TO PAY ITEM QUANTITIES DUE TO UNFORESEEN
SITE CONDITIONS SHALL BE CALCULATED AND INCORPORATED INTO THE CONTRACT THRU A CHANGE ORDER.
BOTH ENDS OF THE PIPE SHALL BE SEALED WITH COHESIVE SOIL (AROUND THE PIPE EXTENDING 3 FT. TO 4 FT.
FROM EACH END) TO PROTECT AGAINST INFILTRATION AND EROSION.
BEDDING AND BACKFILL MATERIAL 15 NOT PAID FOR DIRECTLY, BUT IS SUBSIDIARY TO THE LINEAR FEET OF CIE VERT.
BEDDING AND BACKFILL MATERIAL SHALL MEET ASTM D 2487 (SOIL GROUPS AS SHOWN IN TABLE 3).
PERCENT COMPACTION SHALL BE DETERMINED IN ACCORDANCE WITH NOOR STANDARD TEST METHOD T 99.
TABLE 1 — CONCRETE
STANDARD INSTALLATIONS, SOILS AND
MINIMUM COMPACTION REQUIREMENTS
INSTALLATION
BEDDING
HAUNCH AND
LOWER
TYPE
THICKNESS
OUTER BEDDING
SIDE
TYPE 1
1350
95% SW
90% SW, 95% ML
0.01 -IN. CRACK
III
0.14
OR 100% CL
D -LOAD TO
DO/24 MINIMUM,
PRODUCE THE
2000
3000
3750
NOT LESS THAN
3" IF ROCK
90% SW
85% SW. 90% ML
TYPE 2
EOUNDATION,USE
OR
OR 95% CL
/12 MINIMUM,
95% ML
NOT LESS
THAN 6".
85% SW,
:*:TYPF:3
90% ML,
85% SW, 90% ML
OR
OR 95% CL
95% CL
NOTES:
is THE TYPE 3 INSTALLATION (SHADED) IN TABLE 4 IS THE NOOR MINIMUN STANDARD,
USING EITHER A SHAPED TRENCH ACCORDING TO THE STANDARD SPECIFICATIONS,
OR AT THE OPTION OF THE CONTRACTOR, THE BEDDING WITH COMPACTIONS AS
SHOWN.
MAXIMUM FILL HEIGHTS FOR THE TYPE 1. 2. AND 3 INSTALLATIONS ARE
SHOWN 1N TABLE 4.
INSTALLATION TYPE 2 AND TYPE 1 ARE IMPROVED METHODS IN ORDER TO
SUPPORT HIGHER FILL HEIGHTS USING CLASS 111, IV, AND V CIRCULAR CONCRETE
PIPE. INSTALLATION TYPE I WILL PROVIDE THE BEST 1N -SITU PERFORMANCE
USING GREATER COMPACTION WITH GRANULAR BEDDING AND BACKFILL. THE
CONTRACTOR WILL CHOOSE THE INSTALLATION TYPE AND CLASS OF PIPE. ACTUAL
PROJECT FILL HEIGHTS MUST BE KNOWN IN ORDER TO USE TABLE 4.
ROUND EQUIVALENT, NON -CIRCULAR PIPE SUCH AS ARCH OR ELLIPTICAL
PIPE, MAY BE SELECTED, PROVIDED SUCH PIPE ARE DESIGNED AND MANUFACTURED
TO THE SAME D -LOADS AND ULTIMATE STRENGTHS (SEE TABLE 5J AS THE
SELECTED CIRCULAR PIPE FROM THE FILL HEIGHT TABLE.
8
u
TABLE 5
D—LOADS FOR CONCRETE PIPE
PIPE CLASS
III
IV
V
D -LOAD TO
0.08
18
III
PRODUCE A
1350
2000
3000
0.01 -IN. CRACK
III
0.14
D -LOAD TO
PRODUCE THE
2000
3000
3750
ULTIMATE LOAD
NOTES:
LOAD ON PIPE IN POUNDS PER LINEAR FOOT = D -LOAD X INSIDE
SPAN IN FEET D -LOAD = TEST LOAD EXPRESSED IN
POUNDS -FORCE PER LINEAR FOOT PER FOOT OF DIAMETER
TABLE 4
MAXIMUM FILL HEIGHTS (FEET) FOR STANDARD
DESIGN (AASHTO M 170) ROUND CONCRETE PIPE
INSTALLATION TYPE 2 1 INSTALLATION TYPE 1
TABLE 4 NOTES:
AASHTO M 170 SPECIFICATIONS ARE MODIFIED AS FOLLOWS:
ONLY SINGLE INNER CAGE, CIRCULAR REINFORCING IS ALLOWED FOR CLASS 111, 15", 18", 21", AND 24" ROUND RCP AS SHOWN:
PIPE
SIZE (IN.)
CLASS
MINIMUM CIRCUMFERENTIAL
REINFORCING (IN. 2/FT. OF PIPE WALL)
15
III
0.08
18
III
0.10
21
III
0.12
24
III
0.14
APPLICABLE SPECIFICATIONS:
AASHTO M 170 ---ROUND RCP
AASHTO M 206 ---ARCH RCP
AASHTO M 207 ---ELLIPTICAL RCP
GENERAL NOTES
FILL HEIGHTS SHOWN IN TABLE 4 WERE DEVELOPED
USING ASCE STANDARDS FOR DIRECT DESIGN OF
BURIED PRECAST CONCRETE PIPE, MANUFACTURED
IN ACCORDANCE WITH AASHTO M 170
SPECIFICATION REGUIREMENTS (SEE TABLE 4
FOOTNOTE FOR EXCEPTIONS). FILL HEIGHTS SHOWN
APPLY ONLY TO RONDO PIPE (UNDER FULL FLOW
CONOITIONSI, USED (ADDER RIGID AND FLEXIBLE
PAVEMENT, WITH SOIL OVERFILL WEIGHING 120
POUNDS PER CUBIC FOOT. UNDER SPECIAL
CIRCUMSTANCES (WHERE PAVEMENT IS NOT USED
AND LIVE LOAD BECOMES CRITICAL, OR DIFFERENT
SOIL DENSITY IS ENCOUNTERED, OR THE ONE FOOT
MINIMUM CLEARANCE FROM THE BOTTOM OF THE
PAVEMENT TO THE TOP OF THE PIPE CANNOT BE
MAINTAINED) THESE FILL HEIGHTS MAY NEED TO BE
MODIFIED. DEEPER FILL HEIGHTS MAY BE USED
BY SUBMITTING A SPECIAL STANDARD INSTALLATION
DIRECT DESIGN (S1DD) FOR NDOR APPROVAL.
CONCRETE PIPE DESIGNS THAT ARE NOT SHOWN IN
APPLICABLE AASHTO SPECIFICATIONS WILL BE
CONSIDERED SPECIAL DESIGNS THAT MUST BE
SUBMITTED TO NOOR FOR APPROVAL.
8
u
DIAMETER)
NATURAL GROUND
12" MIN.
i
OUTSIDE CROWN
12" MIN.
LIFT LINES AT 6" MAX. 8 —
INTERVALS (TYP.) i
SEE REQUIRED
ROADBED COMPACTION
COMPACTED
GRANULAR
MATERIAL TRENCH DETAILS SHOWN ARE MINIMUM REQUIREMENTS FOR DESIGN
AND CONSTRUCTION. PAYMENT FOR EXCAVATION IS BASED UPON
THE GUIDELINES IN THE STANDARD SPECIFICATIONS.
6" MIN.
PIPE BOTTOM
TRENCHES SHALL BE EXCAVATED IN ACCORDANCE WITH APPROVED SAFETY PRACTICE.
TYPICAL TRENCH INSTALLATION
TABLE 1 - PLASTIC
SOIL CLASSIFICATION FOR GRANULAR FILL MATERIAL
SOIL GROUP
TRENCH
INSTALLATION
% PASSING SIEVE SIZES
SYMBOL
DESCRIPTION
11/2 IN.
N0. 4
N0. 200
D 2487
11
11
WELL GRADED GRAVEL AND
15
18
12
GW
GRAVEL -SAND MIXTURES;
18
24
13
13
LITTLE OR NO FINES.
24
IOOX
OF COARRR
FRACTION
15
15
POORLY GRADED GRAVEL
GP
AND GRAVEL -SAND MIXTURES;
17
17
24
24
LITTLE OR NO FINES.
100%
24
16X
24
WELL GRADED SAND AND
24
SW
GRAVEL -SANDS; LITTLE DR
24
54
24
24
NO FINES.
24
)Box
OF COARRW
FRACTION
24
24
POORLY GRADED SAND
SP
AND GRAVEL-SANDSI
24
24
LITTLE OR NO FINES.
24
24
E.G.
SAND AND GRAVELS WHICH
24
24
GW -GC
ARE BORDER LINE BETWEEN
100%
VARIES
5% TO 12%
SP -SM
CLEAN AND WITH FINES.
GM
SILTY GRAVEL, GRAVEL -
SAND -SILT MIXTURES.
IGOX
OF COARWW
FRACTION
CLAYEY -GRAVEL, GRAVEL-
GC
SAND -CLAY MIXTURES.
100%
12% TO 50%
SILTY SANDS, SAND -SILT
)5oX
SM
MIXTURES.
FCOAAFRACTI�
PLACE 3 FT. TO 4 FT. OF COHESIVE SOIL
PLUG AT THE INLET AROUND THE
CULVERT TO PREVENT SECONDARY FLOWS.
END SECTION
TABLE 2 - PLASTIC
MINIMUM D (INCHES)
LIMITS OF BEDDING AND BACKFILL
6" MIN.
NOTES
TOP OF SUBGRADE
LIFT LINES AT 6" MAX.
INTERVALS fTYP.J
SEE ROADBED
COMPACTION
\ REQUIREMENTS
NATURAL GROUND
SEE TABLE 2 L COMPACTED GRA)KLAR MATERIAL
TYPICAL EMBANKMENT INSTALLATION
INSTALLATIONS AS SHOWN ARE REQUIRED UNDER ALL SURFACED ROADWAYS. BEDDING AND BACKFILL FOR DRIVE PIPE OR
OTHER PIPE OUTSIDE THE ROADWAY PRISM (OR BACK OF CURB -LINE FOR URBAN PROJECTS) MAY BE INSTALLED USING
SUITABLE EXISTING SOIL, PLACED AND COMPACTED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS.
WHERE IN-SITU LATERAL SOIL RESISTANCE IS NEGLIGIBLE E.G. PEAT MUCK, OR HIGHLY EXPANSIVE SOIL, EMBEDMENT
SHALL BE PLACED AND COMPACTED AT THE DIRECTION OF THE ENGINEER.
TO PROTECT THE PIPE AND BACKFILL DURING CONSTRUCTION, PROVIDE A MINIMUM OF 36" OF COMPACTED FILL MATERIAL
OVER THE TOP OF THE PIPE BEFORE ALLOWING ANY HEAVY EOUIPMENT TO TRAVERSE OVER THE PIPE. EXTREMELY HEAVY
EOVIPMENT MAY REQUIRE LARGER COVER AS DETERMINED BY THE CONTRACTOR.
PIPE VOLUME SHOULO NOT BE SUBTRACTED FROM THE VOLUME OF EXCAVATION.
THESE DESIGN STANDARDS ARE MINIMUM. IF A MORE RESTRICTIVE DESIGN IS REOUIRED BY THE ENGINEER OR THE CULVERT
MANUFACTURER, THEN THESE STANDARDS SHALL BE MODIFIED. CHANGES TO PAY ITEM GUANTITIES DUE TO UNFORESEEN
SITE CONDITIONS SHALL BE CALCULATED AND INCORPORATED INTO THE CONTRACT BY A CHANGE ORDER.
EXPOSED ENDS OF THE PIPE SHALL BE SEALED WITH COHESIVE SOIL (AROUND THE PIPE EXTENDING 3 FT. TO 4 FT. FROM EACH
END) TO PROTECT AGAINST INFILTRATION AND EROSION.
GRANULAR FILL MATERIAL IS NOT PAID FOR DIRECTLY, BUT IS SUBSIDIARY TO THE LINEAR FEET OF CULVERT.
GRANULAR MATERIAL SHALL MEET ASTM D 2487 (SOIL GROUP AS SHOWN IN TABLE 1). MATERIAL SHALL BE COMPACTED TO
AT LEAST 9OX PROCTOR TEST DENSITY.
PERCENT COMPACTION SHALL BE DETERMINED IN ACCORDANCE WITH NOOR STANDARD TEST METHOD T 99.
PLACE 3 FT. TO 4 FT. OF COHESIVE SOIL
PLUG AT THE OUTLET AROUND THE
CULVERT TO PREVENT EROSION.
END SECTION
TRENCH
INSTALLATION
EMBANKMENT
INSTALLATION
NOMINAL
PIPE
DIAMETER
(INCHES)
METAL
PIPE
PLASTIC
PIPE
METAL
PIPE
PLASTIC
PIPE
15
11
11
15
15
18
12
12
18
18
24
13
13
24
24
30
15
15
24
24
36
17
17
24
24
42
24
24
24
24
48
24
24
24
24
54
24
24
24
24
60
24
24
24
24
66
24
24
72
24
24
78
24
24
84
24
24
LIMITS OF BEDDING AND BACKFILL
6" MIN.
NOTES
TOP OF SUBGRADE
LIFT LINES AT 6" MAX.
INTERVALS fTYP.J
SEE ROADBED
COMPACTION
\ REQUIREMENTS
NATURAL GROUND
SEE TABLE 2 L COMPACTED GRA)KLAR MATERIAL
TYPICAL EMBANKMENT INSTALLATION
INSTALLATIONS AS SHOWN ARE REQUIRED UNDER ALL SURFACED ROADWAYS. BEDDING AND BACKFILL FOR DRIVE PIPE OR
OTHER PIPE OUTSIDE THE ROADWAY PRISM (OR BACK OF CURB -LINE FOR URBAN PROJECTS) MAY BE INSTALLED USING
SUITABLE EXISTING SOIL, PLACED AND COMPACTED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS.
WHERE IN-SITU LATERAL SOIL RESISTANCE IS NEGLIGIBLE E.G. PEAT MUCK, OR HIGHLY EXPANSIVE SOIL, EMBEDMENT
SHALL BE PLACED AND COMPACTED AT THE DIRECTION OF THE ENGINEER.
TO PROTECT THE PIPE AND BACKFILL DURING CONSTRUCTION, PROVIDE A MINIMUM OF 36" OF COMPACTED FILL MATERIAL
OVER THE TOP OF THE PIPE BEFORE ALLOWING ANY HEAVY EOUIPMENT TO TRAVERSE OVER THE PIPE. EXTREMELY HEAVY
EOVIPMENT MAY REQUIRE LARGER COVER AS DETERMINED BY THE CONTRACTOR.
PIPE VOLUME SHOULO NOT BE SUBTRACTED FROM THE VOLUME OF EXCAVATION.
THESE DESIGN STANDARDS ARE MINIMUM. IF A MORE RESTRICTIVE DESIGN IS REOUIRED BY THE ENGINEER OR THE CULVERT
MANUFACTURER, THEN THESE STANDARDS SHALL BE MODIFIED. CHANGES TO PAY ITEM GUANTITIES DUE TO UNFORESEEN
SITE CONDITIONS SHALL BE CALCULATED AND INCORPORATED INTO THE CONTRACT BY A CHANGE ORDER.
EXPOSED ENDS OF THE PIPE SHALL BE SEALED WITH COHESIVE SOIL (AROUND THE PIPE EXTENDING 3 FT. TO 4 FT. FROM EACH
END) TO PROTECT AGAINST INFILTRATION AND EROSION.
GRANULAR FILL MATERIAL IS NOT PAID FOR DIRECTLY, BUT IS SUBSIDIARY TO THE LINEAR FEET OF CULVERT.
GRANULAR MATERIAL SHALL MEET ASTM D 2487 (SOIL GROUP AS SHOWN IN TABLE 1). MATERIAL SHALL BE COMPACTED TO
AT LEAST 9OX PROCTOR TEST DENSITY.
PERCENT COMPACTION SHALL BE DETERMINED IN ACCORDANCE WITH NOOR STANDARD TEST METHOD T 99.
PLACE 3 FT. TO 4 FT. OF COHESIVE SOIL
PLUG AT THE OUTLET AROUND THE
CULVERT TO PREVENT EROSION.
END SECTION