706 CONCRETE AND CLAY PIPE
706.01 Non-Reinforced Concrete Pipe. Provide
non-reinforced concrete pipe conforming to ASTM C 14 (ASTM C 14M),
with the following modifications:
5.3
Does not apply.
6.2
Provide cementitious materials conforming to 701, except 701.07.
6.3
Provide aggregate conforming to the quality requirements of 703.02.
10.2 Ensure that the manufacture furnishes the number of
pipe shown in the “Minimum Requirements for Sampling Materials” table, section 700.
10.3 In addition, perform external load crushing strength
tests with hard rubber blocks on wood strips with plaster of paris bedding fillets.
13
Perform inspection at the project site. Obtain random samples from
materials delivered to the project site or at other locations designated by the
Laboratory. Ensure that the manufacturers of these materials are
certified by the Office of Materials Management according to Supplement 1074.
15
Ensure that the markings also include “P” to denote non-reinforced pipe.
Testing Equipment. Ensure
that every manufacturer furnishing concrete pipe under these Specifications
furnishes all facilities and personnel needed to perform the tests.
706.02
Reinforced Concrete Circular Pipe. Provide
reinforced concrete circular pipe conforming to ASTM C 655 (ASTM C 655M),
with the following modifications:
Ensure that the
minimum D-Load of the reinforced concrete pipe is as follows:
Size |
|
Minimum |
D-Load |
12 in |
(300 mm) |
2000 lb |
(100 kg) |
15 in |
(375 mm) |
2000 lb |
(100 kg) |
18 in |
(450 mm) |
1250 lb |
(62.5 kg) |
21 in |
(525 mm) |
1250 lb |
(62.5 kg) |
24 in |
(600 mm) |
1250 lb |
(62.5 kg) |
27 in or larger |
(675 mm or larger) |
1000 lb |
(50 kg) |
1
In addition, ensure that this pipe is circular reinforced concrete pipe with
circular or elliptical reinforcement, with and without quadrant and “S” strip
reinforcement.
4.1
The acceptability of the pipe design is determined according to Section
10. All designs in ASTM C
76 (ASTM C 76M), Tables 2 through 5, inclusive, are accepted designs with
the 0.01-inch (0.3 mm) crack D-loads as follows:
ASTM C 76 (ASTM C 76M) Table No. |
D-Load |
|
0.01-inch Crack |
(0.3 mm) Crack |
|
2 (Class II) |
1000 lb |
(50 kg) |
3 (Class III) |
1350 lb |
(65 kg) |
4 (Class IV) |
2000 lb |
(100 kg) |
5 (Class V) |
3000 lb |
(140 kg) |
All designs in Tables 706.02-1 through 706.02-4 are accepted designs with noted
0.01-inch (0.3 mm) crack and ultimate D-loads. For intermediate D-loads,
in Tables 2 through 5 of ASTM C 76 (ASTM C 76M), steel areas for a given wall
thickness may be interpolated between Tables 2 and 3, 3 and 4, and 4 and 5 for
a size and D-load as accepted designs. Where different concrete strengths
are listed in the tables, use the higher concrete. In addition, steel
areas, interpolated as above between Table 706.02-1 and Table 706.02-2, 36-inch
(900 mm) through 108-inch (2700 mm) using the higher concrete strength, and
interpolation of the circumferential steel between Table 706.02-3 and Table
706.02-4 using the wall thickness and stirrup designs in Table 706.02-4, are accepted
designs. Pipe manufactured according to an accepted pipe design will be
accepted, at the option of the Laboratory, according to the basis of acceptance
described in Section 4.1.1 or 4.1.2.
Provide reinforced concrete pipe with S-stirrups according to Figure 706.02-1 (Figure 706.02-1M) and the following
requirements:
1.
Provide steel conforming to 709.08, 709.10, 709.11, or 709.12. Ensure
that the wall thickness, amount of circular reinforcement, S-stirrup system,
and concrete strength comply with Tables 706.02-2,
706.02-3, and 706.02-4.
Ensure that the spacing center-to-center of adjacent inner rings of
circumferential reinforcement in a cage does not exceed 4 inches (102 mm) for
pipe up to and including pipe having a 4 inches (102 mm) wall thickness or
exceed wall thicknesses for larger pipe and in no case exceed 6 inches (152
mm).
2.
Ensure that each line of S-stirrups have a continuous “S” shape extending
longitudinally from end to end of the pipe. Ensure that they extend from
the inner cage toward the outer surface of the pipe for a distance not less
than the minimum amplitude. Ensure that S-stirrups pass around and are in
contact with each inside circumferential member of the inner cage. Ensure
that each line of S-stirrups lie essentially in a plane passing through the
longitudinal axis of the pipe.
3.
Where more than one length of stirrup material is used per line, make a lap
round one circumferential member of the inner cage. Ensure that the ends
of “S” shaped stirrups at splices include an outer bend. Do not use more
than three lengths of “S” material in a line and ensure that the minimum length
of a section of S-stirrups is 30 inches (0.76 m).
Figure
706.02-1 Illustrative Example of
S-Stirrup Support System for 0.01-inch Crack D-load 3000, 102-inch diameter
Pipe Minimum Area Per Support 0.053 square inch, 11 Lines Spaced @ 5 1/8
inches. For other classes and sizes, see Tables 706.02-2, 706.02-3,
and 706.02-4.
Figure 706.02-1M Illustrative Example of S-Stirrup Support System
for 0.3 mm Crack D-Load 140.0, 2550 mm diameter Pipe Minimum Area per Support
34 mm2, 11 Lines Spaced @ 128 mm. For other classes and sizes,
see Tables 706.02-2M, 3M, and 4M.
TABLE
706.02-1
Table 706.02-1M
0.01-inch Crack D-Load
1000
0.3 mm Crack D-Load 50.0
Ultimate Strength D-Load
1500
Ultimate Strength D-Load 75.0
Internal Dia. of Pipe (inch) |
Wall Thickness (inch) |
Circular Reinforcement in Circular Pipe |
Internal Dia. of Pipe (mm) |
Wall Thickness (mm) |
Circular Reinforcement in Circular Pipe |
|||
(in²/ft
of pipe) |
(cm²/m of pipe) |
|||||||
Inner Cage |
Outer Cage |
Inner Cage |
Outer Cage |
|||||
Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 4000 psi |
Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 27.6 MPa |
|||||||
36 |
4 |
0.09 |
0.07 |
900 |
100 |
1.9 |
1.5 |
|
42 |
4 1/2 |
0.11 |
0.08 |
1050 |
113 |
2.3 |
1.7 |
|
48 |
5 |
0.13 |
0.09 |
1200 |
125 |
2.8 |
1.9 |
|
54 |
5 1/2 |
0.16 |
0.12 |
1350 |
138 |
3.4 |
2.5 |
|
60 |
6 |
0.19 |
0.14 |
1500 |
150 |
4.0 |
3.0 |
|
66 |
6 1/2 |
0.21 |
0.16 |
1650 |
163 |
4.4 |
3.4 |
|
72 |
7 |
0.23 |
0.17 |
1800 |
175 |
4.9 |
3.6 |
|
78 |
7 1/2 |
0.25 |
0.19 |
1950 |
188 |
5.3 |
4.0 |
|
84 |
8 |
0.29 |
0.21 |
2100 |
200 |
6.1 |
4.4 |
|
90 |
8 |
0.33 |
0.24 |
2250 |
200 |
7.0 |
5.1 |
|
96 |
8 1/2 |
0.37 |
0.26 |
2400 |
213 |
7.8 |
5.5 |
|
Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 5000 psi |
Reinforcing Steel 709.11 or 709.12 Only Concrete Strength, 34.5 MPa |
|||||||
102 |
8 1/2 |
0.41 |
0.28 |
2550 |
213 |
8.7 |
5.9 |
|
108 |
9 |
0.47 |
0.30 |
2700 |
225 |
9.9 |
6.4 |
|
All Permitted Reinforcing Steel,
Concrete Strength, 5000 psi |
All Permitted Reinforcing Steel,
Concrete Strength, 34.5 MPa |
|||||||
114 |
9 1/2 |
0.56 |
0.42 |
2850 |
238 |
11.9 |
8.9 |
|
120 |
10 |
0.61 |
0.46 |
3000 |
250 |
12.9 |
9.7 |
|
126 |
10 1/2 |
0.65 |
0.49 |
3150 |
263 |
13.8 |
10.4 |
|
132 |
11 |
0.70 |
0.52 |
3300 |
275 |
14.8 |
11.0 |
|
144 |
12 |
0.80 |
0.60 |
3600 |
300 |
16.9 |
12.7 |
4.1.1 In addition, test the pipe designs covered by Tables 706.02-1, 706.02-2,
706.02-3, and 706.02-4
and ASTM C 76 (ASTM C
76M), Tables 2 through 5, and interpolated designs by the three-edge bearing
method. When the test load on the pipe reaches 115 percent of the
required 0.01-inch (0.3 mm) crack D-load without developing a 0.01-inch (0.3
mm) or larger crack, accept the test specimen for strength. If any test
specimen fails to pass this test, but attained the 0.01-inch (0.3 mm) crack,
continue the test until the ultimate D-load is reached.
4.1.2 In addition,
accept pipe 54 inches (1350 mm) and larger in diameter covered by Tables 706.02-1, 706.02-2,
706.02-3, and 706.02-4
and ASTM C 76 (ASTM C
76M), Tables 2 through 5, and interpolated designs according to Section 12 and
the following requirements:
1.
When pipe from a plant has been approved by the Laboratory for a specified
design and pipe from the same plant has wall and steel area not less than the
approved pipe.
2.
When it has been established that two or more plants have complied with the
above requirements for the class and size under consideration, and the plant
under consideration has established compliance with the above requirements for
an adjacent size, and the wall and steel area are not less than the pipe tested
at the two plants.
6.1.2.1 Provide cement according to 701.
6.1.2.2 Provide fly ash according to 701.13
6.1.3 Provide
aggregates conforming to the quality requirements of 703.02.
6.1.5 Provide steel
according to 709.08, 709.10, 709.11, or 709.12.
6.2.4 Ensure that no more
than two holes are cast, drilled, or otherwise neatly made in the shell of each
piece of pipe for the purpose of handling or laying.
Ensure that the holes are tapered unless drilled, and before backfilling, fill
the tapered holes with portland
cement mortar, or secure precast concrete plugs with portland
cement mortar. Fill drilled holes with portland cement mortar.
7.1 and 7.3 In addition, perform strength tests using
methods described in ASTM C
497 (ASTM C 497M).
10.1 In
addition, ensure that pipe designs covered by Tables 706.02-1, 706.02-2,
706.02-3, and 706.02-4
and ASTM C 76 (ASTM C
76M) Tables 2 through 5 have the number of samples selected as shown in the
“Minimum Requirements for Sampling Materials” table for each size, class, and
production lot (pipe of the same size and class made from the same materials
and by the same process and approximately the same production date) for test.
0.01-inch Crack D-Load
1350
Ultimate Strength D-Load 2000
Internal Dia. Of Pipe (inch) |
Wall Thickness (inch) |
Circular Reinforcement in Circular Pipe |
S-Stirrups |
|||||
(in²/ft
of pipe) |
Minimum
Area per Support Element |
Number
of Lines [1] |
Longitudinal
Spacing |
Circumferential
Spacing on Inner Cage |
Minimum
Amplitude of Stirrups [2] |
|||
Inner Cage |
Outer Cage |
|||||||
Reinforcing Steel 709.11 or 709.12
Only Concrete Strength, 4000 psi |
||||||||
36 |
4 |
0.12 |
0.09 |
|||||
42 |
4 1/2 |
0.15 |
0.11 |
|||||
48 |
5 |
0.17 |
0.12 |
|||||
54 |
5 1/2 |
0.21 |
0.16 |
|||||
60 |
6 |
0.26 |
0.20 |
|||||
66 |
6 1/2 |
0.30 |
0.21 |
|||||
72 |
7 |
0.35 |
0.24 |
|||||
78 |
7 1/2 |
0.40 |
0.27 |
|||||
84 |
8 |
0.47 |
0.30 |
|||||
Reinforcing Steel 709.11 or 709.12
Only Concrete Strength, 5000 psi |
||||||||
90 |
8 |
0.64 |
0.35 |
|||||
96 |
8 1/2 |
0.80 |
0.40 |
|||||
102 |
8 1/2 |
0.96 |
0.44 |
|||||
108 |
9 |
1.07 |
0.47 |
(in²) |
(inch) |
(inch) |
(inch) |
|
All Permitted Reinforcing Steel,
Concrete Strength, 5000 psi |
||||||||
114 |
9 1/2 |
0.69 |
0.52 |
0.041 |
5 |
2 |
6 1/8 |
6 5/8 |
120 |
10 |
0.74 |
0.55 |
0.041 |
5 |
2 |
6 1/2 |
7 1/8 |
126 |
10 1/2 |
0.79 |
0.60 |
0.041 |
5 |
2 |
6 7/8 |
7 5/8 |
132 |
11 |
0.85 |
0.64 |
0.041 |
5 |
2 |
7 1/4 |
8 1/8 |
144 |
12 |
0.97 |
0.73 |
0.041 |
5 |
2 |
8 |
9 1/8 |
[1]
Number of lines in the table indicates the number of longitudinal lines
required in each top and bottom portion of the pipe. The area of each
support element in a pipe is two times the cross-sectional area of the
S-stirrups wire used. There shall be an equal number of these lines of
S-stirrups on either side of the mid-point of both the top and bottom of the
pipe. See Figure 706.02-1.
[2] The amplitude is the overall width
of the line of stirrups.
TABLE 706.02-2M
0.3 mm Crack D-Load
65.0
Ultimate Strength D-Load 100.0
Internal Dia. Of Pipe (mm) |
Wall Thickness (mm) |
Circular Reinforcement in Circular Pipe |
S-Stirrups |
|||||
(cm²/m of pipe) |
Minimum Area
per Support Element |
Number
of Lines [1] |
Longitudinal
Spacing |
Circumferential
Spacing on Inner Cage |
Minimum
Amplitude of Stirrups [2] |
|||
Inner Cage |
Outer Cage |
|||||||
Reinforcing Steel 709.11 or 709.12
Only Concrete Strength, 27.6 MPa |
||||||||
900 |
100 |
2.5 |
1.9 |
|||||
1050 |
113 |
3.2 |
2.3 |
|||||
1200 |
125 |
3.6 |
2.5 |
|||||
1350 |
138 |
4.4 |
3.4 |
|||||
1500 |
150 |
5.5 |
4.2 |
|||||
1650 |
163 |
6.4 |
4.4 |
|||||
1800 |
175 |
7.4 |
5.1 |
|||||
1950 |
188 |
8.5 |
5.7 |
|||||
2100 |
200 |
9.9 |
6.4 |
|||||
Reinforcing Steel 709.11 or 709.12
Only Concrete Strength, 34.5 MPa |
||||||||
2250 |
200 |
13.5 |
7.4 |
|||||
2400 |
213 |
16.9 |
8.5 |
|||||
2550 |
213 |
20.3 |
9.3 |
|||||
2700 |
225 |
22.6 |
9.9 |
(mm²) |
(mm) |
(mm) |
(mm) |
|
All Permitted Reinforcing Steel,
Concrete Strength, 34.5 MPa |
||||||||
2850 |
238 |
14.6 |
11.0 |
26 |
5 |
50 |
156 |
168 |
3000 |
250 |
15.7 |
11.6 |
26 |
5 |
50 |
165 |
181 |
3150 |
263 |
16.7 |
12.7 |
26 |
5 |
50 |
175 |
194 |
3300 |
275 |
18.0 |
13.5 |
26 |
5 |
50 |
184 |
206 |
3600 |
300 |
20.5 |
15.5 |
26 |
5 |
50 |
203 |
232 |
[1]
Number of lines in the table indicates the number of longitudinal lines
required in each top and bottom portion of the pipe. The area of each support
element in a pipe is two times the cross-sectional area of the S-stirrups wire
used. There shall be an equal number of these lines of S-stirrups on
either side of the mid-point of both the top and bottom of the pipe. See
Figure 706.02-1M.
[2] The amplitude is the overall width
of the line of stirrups.
0.01-inch Crack D-Load
2000
Ultimate Strength D-Load 3000
Internal Dia. of Pipe |
Wall Thickness |
Circular Reinforcement in Circular Pipe (in²/ft
of pipe) |
S-Stirrups |
|||||
Minimum Area per Support Element |
Number of Lines [1] |
Longitudinal Spacing |
Circum. Spacing on Inner Cage |
Min. Amplitude of Stirrups [2] |
||||
(inch) |
(inch) |
Inner Cage |
Outer Cage |
(in²) |
(inch) |
(inch) |
(inch) |
|
Concrete Strength, 5000 psi |
||||||||
78 |
7 1/2 |
0.69 |
0.52 |
0.029 |
11 |
2 |
4 1/8 |
4 5/8 |
84 |
8 |
0.74 |
0.56 |
0.029 |
11 |
2 |
4 5/8 |
5 1/8 |
90 |
8 |
0.85 |
0.63 |
0.031 |
11 |
2 |
4 5/8 |
5 1/8 |
96 |
8 1/2 |
0.91 |
0.69 |
0.034 |
11 |
2 |
5 1/8 |
5 5/8 |
102 |
8 1/2 |
1.02 |
0.77 |
0.041 |
12 |
2 |
5 1/8 |
5 5/8 |
108 |
9 |
1.07 |
0.80 |
0.045 |
11 |
2 |
5 5/8 |
6 1/8 |
114 |
9 1/2 |
1.02 |
0.77 |
0.048 |
11 |
2 |
6 1/8 |
6 5/8 |
120 |
10 |
1.10 |
0.82 |
0.051 |
11 |
2 |
6 1/2 |
7 1/8 |
126 |
10
1/2 |
1.17 |
0.88 |
0.055 |
11 |
2 |
6 7/8 |
7 5/8 |
132 |
11 |
1.25 |
0.94 |
0.058 |
11 |
2 |
7 1/4 |
8 1/8 |
144 |
12 |
1.42 |
1.07 |
0.065 |
11 |
2 |
8 |
9 1/8 |
[1] and [2] Refer
to footnotes in Table 706.02-2
TABLE 706.02-3M
0.3 mm Crack D-Load 100
Ultimate Strength D-Load 150
Internal Dia. of Pipe |
Wall Thick- ness |
Circular Reinforcement in Circular Pipe (cm²/m of pipe) |
S-Stirrups |
|||||
Minimum Area per Support Element |
Number of Lines [1] |
Longitudinal Spacing |
Circum. Spacing on Inner Cage |
Min. Amplitude of Stirrups [2] |
||||
(mm) |
(mm) |
Inner Cage |
Outer Cage |
(mm²) |
(mm) |
(mm) |
(mm) |
|
Concrete Strength, 34.5 MPa |
||||||||
1950 |
188 |
14.6 |
11.0 |
19 |
11 |
50 |
105 |
117 |
2100 |
200 |
15.7 |
11.9 |
19 |
11 |
50 |
117 |
130 |
2250 |
200 |
18.0 |
13.3 |
20 |
11 |
50 |
117 |
130 |
2400 |
213 |
19.3 |
14.6 |
22 |
11 |
50 |
130 |
143 |
2550 |
213 |
21.6 |
16.3 |
26 |
12 |
50 |
130 |
143 |
2700 |
225 |
22.6 |
16.9 |
29 |
11 |
50 |
143 |
156 |
2850 |
238 |
21.6 |
16.3 |
31 |
11 |
50 |
156 |
168 |
3000 |
250 |
22.3 |
17.4 |
33 |
11 |
50 |
165 |
181 |
3150 |
263 |
24.8 |
18.6 |
35 |
11 |
50 |
175 |
194 |
3300 |
275 |
26.5 |
19.9 |
37 |
11 |
50 |
184 |
206 |
3600 |
300 |
30.1 |
22.6 |
42 |
11 |
50 |
203 |
232 |
[1] and [2] Refer
to footnotes in Table 706.02-2M
0.01-inch Crack D-Load
3000
Ultimate Strength D-Load 3750
Internal Dia. of Pipe (inch) |
Wall Thickness (inch) |
Circular Reinforcement in Circular Pipe |
S-Stirrups |
||||||
Minimum Area per Support Element |
Number of Lines [1] |
Longitudinal Spacing |
Circum. Spacing on Inner Cage |
Minimum Amplitude of Stirrups [2] |
|||||
(in²/ft
of pipe) |
|
||||||||
Inner Cage |
Outer Cage |
|
|||||||
Concrete Strength, 6000 psi |
|
||||||||
6 |
1 3/4 |
0.07 |
-- |
|
|||||
8 |
1 3/4 |
0.07 |
-- |
|
|||||
10 |
1 3/4 |
0.07 |
-- |
|
|||||
54 |
5 1/2 |
0.86 |
0.62 |
|
|||||
60 |
6 |
0.95 |
0.68 |
(in²) |
(inch) |
(inch) |
(inch) |
|
|
Concrete Strength, 5000 psi |
|
||||||||
54 |
5 1/2 |
0.64 |
0.48 |
0.029 |
15 |
2 |
2 1/8 |
2 5/8 |
|
60 |
6 |
0.70 |
0.53 |
0.029 |
14 |
2 |
2 5/8 |
3 1/8 |
|
66 |
6 1/2 |
0.79 |
0.59 |
0.029 |
13 |
2 |
3 1/8 |
3 5/8 |
|
72 |
7 |
0.87 |
0.66 |
0.029 |
12 |
2 |
3 5/8 |
4 1/8 |
|
78 |
7 1/2 |
0.92 |
0.69 |
0.031 |
11 |
2 |
4 1/8 |
4 5/8 |
|
84 |
8 |
0.99 |
0.74 |
0.034 |
11 |
2 |
4 5/8 |
5 1/8 |
|
90 |
8 |
1.13 |
0.85 |
0.041 |
11 |
2 |
4 5/8 |
5 1/8 |
|
96 |
8 1/2 |
1.20 |
0.90 |
0.045 |
11 |
2 |
5 1/8 |
5 5/8 |
|
102 |
8 1/2 |
1.34 |
1.00 |
0.053 |
11 |
2 |
5 1/8 |
5 5/8 |
|
108 |
9 |
1.51 |
1.13 |
0.063 |
11 |
2 |
5 5/8 |
6 1/8 |
|
114 |
9 1/2 |
1.51 |
1.13 |
0.064 |
11 |
2 |
6 1/8 |
6 5/8 |
|
120 |
10 |
1.62 |
1.21 |
0.068 |
11 |
2 |
6 1/2 |
7 1/8 |
|
126 |
10
1/2 |
1.73 |
1.30 |
0.072 |
11 |
2 |
6 7/8 |
7 5/8 |
|
132 |
11 |
1.84 |
1.38 |
0.076 |
11 |
2 |
7 1/4 |
8 1/8 |
|
144 |
12 |
2.09 |
1.57 |
0.085 |
11 |
2 |
8 |
9 1/8 |
|
[1] and [2] Refer
to footnotes in Table 706.02-2
TABLE 706.02-4M
0.3 mm Crack D-Load
140.0
Ultimate Strength D-Load 175.0
Internal Dia. of Pipe (mm) |
Wall Thickness (mm) |
Circular Reinforcement in Circular Pipe |
S-Stirrups |
||||||
Minimum Area per Support Element |
Number of Lines [1] |
Longitudinal Spacing |
Circum. Spacing on Inner Cage |
Minimum Amplitude of Stirrups [2] |
|||||
(cm²/m of pipe) |
|
||||||||
Inner Cage |
Outer Cage |
|
|||||||
Concrete Strength, 41.4 MPa |
|
||||||||
150 |
44 |
1.5 |
-- |
|
|||||
200 |
44 |
1.5 |
-- |
|
|||||
250 |
44 |
1.5 |
-- |
|
|||||
1350 |
138 |
18.2 |
13.1 |
|
|||||
1500 |
150 |
20.1 |
14.4 |
(mm²) |
(mm) |
(mm) |
(mm) |
|
|
Concrete Strength, 34.5 MPa |
|
||||||||
1350 |
138 |
13.5 |
10.2 |
19 |
15 |
50 |
54 |
67 |
|
1500 |
150 |
14.8 |
11.2 |
19 |
14 |
50 |
37 |
79 |
|
1650 |
163 |
16.7 |
12.5 |
19 |
13 |
50 |
79 |
92 |
|
1800 |
175 |
18.4 |
14.0 |
19 |
12 |
50 |
92 |
105 |
|
1950 |
188 |
19.5 |
14.6 |
20 |
11 |
50 |
105 |
117 |
|
2100 |
200 |
21.0 |
15.7 |
22 |
11 |
50 |
117 |
130 |
|
2250 |
200 |
23.9 |
18.0 |
26 |
11 |
50 |
117 |
130 |
|
2400 |
213 |
25.4 |
19.1 |
29 |
11 |
50 |
130 |
143 |
|
2550 |
213 |
28.4 |
21.2 |
34 |
11 |
50 |
130 |
143 |
|
2700 |
225 |
32.0 |
23.9 |
41 |
11 |
50 |
143 |
156 |
|
2850 |
238 |
32.0 |
23.9 |
41 |
11 |
50 |
156 |
168 |
|
3000 |
250 |
34.3 |
25.6 |
44 |
11 |
50 |
165 |
181 |
|
3150 |
263 |
36.6 |
27.5 |
46 |
11 |
50 |
175 |
194 |
|
3200 |
275 |
38.9 |
29.2 |
49 |
11 |
50 |
184 |
206 |
|
3600 |
300 |
44.2 |
33.2 |
55 |
11 |
50 |
203 |
232 |
|
[1] and [2] Refer
to footnotes in Table 706.02-2M
11.1 Perform compression tests on cores according to ASTM C 497 (ASTM C 497M).
11.3 Does not apply.
12
Perform inspection at the project site. Obtain random samples from
material delivered to the project site or at other locations designated by the
Laboratory.
16
Furnish materials from suppliers certified according to Supplement 1074.
17
In addition, after the capital letter “D,” designate the D-load, the design
wall thickness in millimeters (inches expressed as a decimal). Ensure
that pipe with S-stirrups have the symbol “S”. Ensure that pipe requiring
axis orientation without lift holes (i.e., stirrup pipe, quadrant reinforced
pipe, elliptically reinforced pipe) has the centerline of the crown of the pipe
marked inside and outside with the symbol “TB”. Mark pipe with quadrant
steel with the symbol “Q”. Mark pipe with elliptical reinforcement with
the symbol “E”. Mark pipe with deformed wire reinforcement required in
the design with the symbol “DF”.
706.03 Reinforced Concrete Pipe, Epoxy Coated. Provide
Type A reinforced concrete epoxy coated pipe
conforming to 706.02 and Type B conforming to 706.04, with the following
modification:
In
the plant, prepare the interior barrel and joint surface areas of the concrete
pipe to remove all forms of oil, laitance, and other deleterious materials and
then line them with a high-build, polyamide-cured, two-component coal tar epoxy
coating, Military
Specification DOD-P-23236A (SH). Spray the
lining compound to obtain a continuous and relatively uniform and smooth lining
with a minimum dry film thickness of 0.03 inch (760 mm). Ensure that all
coated pipe are free of surface irregularities such as air bubbles,
delamination, lumping, sagging, blistering, pinholing,
or porosity, in the coating film.
706.04 Reinforced Concrete Elliptical Culvert, Storm Drain,
and Sewer Pipe.
Provide reinforced concrete elliptical culvert, storm drain, and sewer pipe
conforming to ASTM C 507
(ASTM C 507M), with the following modifications:
4.1
Delete Class HE-A. Table 706.04-1
includes additional design requirements.
5.1
All materials, processes of manufacture, and finished pipe are subject to
inspection and approval by the Department. When directed by the
Laboratory, the manufacturer will cut holes in sections of the finished pipe
for inspection.
6.2.1 Provide cement
according to 701, except 701.07.
6.2.2 Provide fly ash
according to 701.
6.3
Provide aggregates conforming to the quality requirements of 703.02.
6.5
Provide steel according 709.08, 709.10, 709.11, or 709.12.
7.2
In addition, manufacture horizontal elliptical pipe HE-II and HE-III using the
design requirements of Table 706.04-1.
8.1
In addition, ensure that pipe made in accordance with 706.04-1 has three lines of reinforcement of
elliptical shape. Place the outer and inner lines of reinforcement so
that the nominal protective covering of the concrete over the reinforcement in
the barrel of the pipe is 1 inch (25 mm) subject to the variations permitted in
Section 12.5. Ensure that the third or middle line is in contact with and
fastened securely to the inner line at the vertical axis of the pipe both top
and bottom and to the outer line at the horizontal axis on both sides.
Ensure that the length of the middle line is the average of the length of the inner
and outer line. Ensure that the middle line is of an elliptical shape and
runs smoothly between the specified points of contact with the inner and outer
lines.
10
Ensure that no more than two holes are cast, drilled, or otherwise neatly made
in the shell of each piece of pipe for the purpose of handling or laying. Taper the holes unless drilled, and before
backfilling, fill the tapered holes with portland
cement mortar, or secure the precast concrete plugs with portland
cement mortar. Fill the drilled holes with portland cement mortar.
11.2 Select the specified number of pipe, as noted in the
“Minimum Requirements for Sampling Materials” table, for the purpose of test at
the plant and at random from the lot to be shipped or at the project site from
the pipe delivered and that are pipe that would not otherwise be rejected under
these Specifications. Test pipe according to Section 5.1.1 except the
Laboratory may accept pipe 54 inches (1350 mm) and larger in diameter according
to Section 5.1.2 and the following requirements:
1.
When pipe from a plant has been approved by the Laboratory for a specified
design, pipe from the same plant with wall and steel area not less than the
approved pipe may be approved by means of tests on cores verifying absorption,
strength, wall, and steel area.
2.
When it has been established that two or more plants have complied with the
above requirements for the class and size under consideration and the plant
under consideration has established compliance with the above requirements for
an adjacent size, and the wall and steel area are not less than the pipe tested
at the two plants.
11.3.1 Ensure that the load to produce a 0.01-inch (0.3 mm) crack
and the ultimate load as determined by ASTM C 497 (ASTM C 497M)
three-edge bearing method, is not less than shown in Tables 1, 2, and 706.04-1. The ultimate strength test may be
waived when the test load on the pipe reaches 115 percent of the required
0.01-inch (0.3 mm) crack D-load without developing a 0.01-inch (0.3 mm) or
larger crack.
11.4 Perform compression tests for
satisfying the minimum specified concrete strength requirement from cores
drilled from the wall of the pipe. Ensure that the diameter of the core
is such that the capped height to diameter or L/D ratio lies between one and
two. Ensure that the cores are secured, prepared for testing, and tested
by methods prescribed in the appropriate sections of ASTM C 497 (ASTM C
497M). Ensure that the compressive strength of each core tested is equal
to or greater than the design strength of the concrete. If a core does
not meet the required strength, test another core from the same pipe. If
this core does not meet the required strength, the Department may reject the
pipe. Make additional tests on other pipe to determine the acceptability
of the lot. When the cores cut from a section of pipe successfully meet
the strength test requirement, ensure that the core holes are plugged and
sealed by the manufacturer in a manner such that the pipe section will meet all
of the test requirements of these Specifications.
11.9 Does not apply.
11.10 Does not apply.
14
Perform inspection at the project site. Obtain random samples from
material delivered to the project site or at other locations designated by the
laboratory.
Ensure manufacturers
of these materials are certified according to Supplement 1074.
16
In addition, place the plant location on each pipe, and for pipe manufactured
to design requirements of 706.04-1 place the
letter “A” after the pipe class. Ensure that the markings are legible and
indented in the pipe section or painted on with waterproof paint.
Table
706.04-1 Design Requirements for
Horizontal Elliptical Pipe
Equiv. Round Size |
Rise (inch) x Span (inch) |
Minimum Wall Thickness |
Minimum Reinforcement (in²/ft) |
|
HE-II |
HE-III |
|||
D-Loads |
||||
0.01 = 1000 |
0.01 = 1350 |
|||
Utl. = 1500 |
Utl. = 2000 |
|||
78 |
63 × 98 |
8 |
3 lines totaling 0.87 |
3 lines totaling 1.23 |
84 |
68 × 106 |
8 1/2 |
3 lines totaling 0.97 |
3 lines totaling 1.33 |
90 |
72 × 113 |
9 |
3 lines totaling 1.03 |
3 lines totaling 1.43 |
96 |
77 × 121 |
9 1/2 |
3 lines totaling 1.13 |
3 lines totaling 1.54 |
102 |
82 × 128 |
9 3/4 |
3 lines totaling 1.23 |
3 lines totaling 1.70 |
108 |
87 × 136 |
10 |
3 lines totaling 1.43 |
3 lines totaling 1.85 |
The test load in lb/ft equals D-load × nominal
inside span in feet. Concrete strength=5000 psi.
Table 706.04-1M Design Requirements for
Horizontal Elliptical Pipe
Equiv. Round Size |
Rise (mm) x Span (mm) |
Minimum Wall Thickness |
Minimum Reinforcement (cm²/m) |
|
HE-II |
HE-III |
|||
D-Loads |
||||
0.03 = 50.0 |
0.03 = 65.0 |
|||
Utl. = 75.0 |
Utl. = 100.0 |
|||
1950 |
1585 ´ 2495 |
200 |
3 lines totaling 18.4 |
3 lines totaling 26.0 |
2100 |
1705 ´ 2690 |
213 |
3 lines totaling 20.5 |
3 lines totaling 28.2 |
2250 |
1830 ´ 2880 |
225 |
3 lines totaling 21.8 |
3 lines totaling 30.3 |
2400 |
1950 ´ 3070 |
238 |
3 lines totaling 23.9 |
3 lines totaling 32.6 |
2550 |
2075 ´ 3265 |
244 |
3 lines totaling 26.0 |
3 lines totaling 36.0 |
2700 |
2195 ´ 3455 |
250 |
3 lines totaling 30.3 |
3 lines totaling 39.2 |
The test load in kN/m equals D-load × nominal inside span in mm. Concrete
strength=34.5 MPa.
706.05 Precast Reinforced Concrete Box Sections. Provide
precast reinforced concrete box section conforming to ASTM C 1577, with the
following modifications:
Ensure
that manufacturers of precast concrete members are certified by the Laboratory
according to Supplement 1073.
6.2.1 Provide cement
according to 701, except 701.07.
6.2.2 Provide fly ash
according to 701.
6.3
Provide aggregates conforming to the quality requirements of 703.02.
6.5
Provide reinforcement according to 709.10 or 709.12. Provide longitudinal
distribution reinforcement according to 709.01, 709.10 or 709.12.
7.1
Only the following sizes are permitted. The box sizes, span by rise, are
8 x 4, 5, 6, 7; 10 x 5, 6, 7, 8, 9; and 12 x 4, 6, 8, 10 feet.
9.1
Provide hardened concrete that contains a minimum of 4 percent entrained air
for wet-cast sections with spans less than 14 feet (4200 mm) and for all
sections with spans 14 feet (4200 mm) and greater.
9.4
Lift holes are not permitted. Use handling devices that do not require a
hole through the box.
10.1 Verify concrete strength using cylinders. Do
not ship items before the design strength of the concrete is reached.
11.5 A minimum cover of 1/2 inch (13 mm) over both
circumferential and longitudinal reinforcement is required at the mating
surfaces of joints.
15
In addition, mark the identification of the plant on each box section. For box sections 14 feet (4200 mm) or greater, mark the reinforcing
steel areas for the section on each box section. Place the
manufacturers’ name and required product information on the inside of the box
section within the top one-half of the culvert.
706.051
Precast Reinforced Concrete Three-Sided Flat Topped Culverts. Provide precast
concrete three-sided flat topped culverts according to ASTM C 1504, with the
following modifications:
Provide
flat deck culvert structures with a minimum clear span (measured normal to the
structure at the bottom of the haunch) of 14 feet (4200 mm) and a minimum
opening rise (measured from bottom of leg to bottom of deck at the centerline
of the structure) of 4 feet (1200 mm); and a maximum clear span of 34 feet
(10,200 mm) and maximum opening rising of 10 feet (3000 mm). Ensure that
the minimum wall and deck thicknesses is 10 inches (250 mm) and 12 inches (300
mm) respectively, measured under the haunch normal to the structure and at the
centerline of the span measured perpendicular to the structure.
Ensure
manufacturers of precast concrete members are certified according to Supplement
1073.
Ensure
that the manufacturer submits design calculations, a structural load rating and
shop drawings for review and approval by the Department. Do not produce
any units until receiving approval . Submit a
minimum of five copies of the drawings. Allow a minimum of four weeks for
approval. Ensure that the shop drawings include the following:
1.
Load rate the structure according to the requirements
of section 900 of the Department’s Bridge Design Manual.
2.
All material specifications.
3.
All plan view.
4.
All elevation view.
5.
All headwall and wingwall attachment requirements.
6.
All dimensions.
7.
All maintenance of traffic phases.
8.
All section sizes.
9.
All design handling strength.
The manufacturer may modify an approved shop drawing and resubmit for approval
to the Department.
Ensure that the shop drawings also include the following special information as
required:
1.
For top mounted guardrail, show the guardrail plate and bolt locations in the
plan view. Ensure that holes are a minimum of 6 inches (150 mm) from a
joint.
2.
For side mounted guardrail, show additional reinforcing details according to
the plan details.
6.2.1 Provide cement
according to 701, except 701.07.
6.2.2 Provide fly ash
according to 701.13.
6.3
Provide aggregates conforming to the quality requirements of 703.02.
6.4
Use chemical admixtures according to 705.12.
Use a corrosion inhibitor unless epoxy coated reinforcing steel is used.
An approved list of corrosion inhibiting admixtures is on file at the
Laboratory. Manufacturers should recognize that the corrosion inhibitors
and admixtures may have an effect on strength, entrained air content,
workability, etc. of their concrete mixes. The manufacturers
choice of one of these corrosion inhibitors does not alleviate meeting all
design requirements of this structure.
6.4.1 Provide air-entraining admixture according to 705.10.
6.5 Provide epoxy coated reinforcement according to
709.00, Grade 60 (Grade 420), or 709.14. In lieu of epoxy coated
reinforcement, an approved corrosion inhibiting admixture may be added to the
concrete at the approved dosage; and provide reinforcement according to 709.01,
709.03 or 709.05; Grade 60 (Grade 420) or 709.08, 709.10, 709.11 or 709.12.
Provide epoxy or galvanized coated connections when connecting a precast
structural unit into a cast-in-place structural component or between segments
of adjacent precast structural units either manufactured as separate units or
across construction joints when manufactured as one unit. Provide epoxy coated
reinforcement according to 709.00 or 709.14, when these connections are
designed using reinforcing steel. Provide galvanized coatings according to
711.02, when these connections are designed using connection plates, hardware
or concrete inserts.
7.1 Design according to AASHTO LRFD Bridge Design
Specifications, Section 12.14. Include
a future wearing surface loading of 60 psf.
7.2 Ensure that the concrete cover dimension over
reinforcement is a minimum of 2 inches (50 mm) in the slab and in the exterior
of the leg. Ensure that the interior of the leg reinforcement cover tapers
from 1 inch (25 mm) at the bottom of the leg to 2 inches (50 mm) at the bottom
of the haunch.
Ensure that the ends of longitudinal reinforcement have a minimum cover of 1/2
inch (13 mm), and spacers used to position the reinforcement are plastic or
epoxy coated steel regardless of whether a corrosion inhibiting admixture is
used.
8
Ensure that the top slab is produced with a keyway joint. The keyway
provides a void volume equivalent to that of 12 inches (300 mm) prestressed beam as per Standard Construction Drawing PSBD-2-07.
Ensure that the joint in the leg sections is designed to produce a shear key or
inter-locking joint. Ensure that non-adjoining outside legs are flat.
Sandblast the joint surfaces to the satisfaction of the Department, or a 2000 pounds per square inch (14 MPa)
water blast no more than 14 days prior to shipping. Ensure that the
culvert is designed such that the sections when laid together will make a
continuous line with a smooth interior free of appreciable irregularities, all
compatible with the permissible variations of Section 11.
9
Application of membrane waterproofing at any location other than the final
location shown on the plans is prohibited.
9.1
Ensure that the aggregate, cement, and water are manufactured in conformance
with 499.06, 499.07, and 499.09.
Ensure that the temperature requirements of 511.08
and 511.15 are met.
Ensure that the proportion of portland
cement is not less than 564 pounds per cubic yard (335 kg/m3) of
concrete.
If used, add the corrosion inhibitor as an aqueous solution. Consider the
water in the solution as mixing water for the purpose of determining the w/c
ratio of concrete.
9.2
Cure the three-sided sections in the forms for the length of time required to
obtain the specified minimum design handling strength as defined in the shop
drawings. Test a cylinder to check each section’s design handling
strength. Repeat this test as often as needed. Only one cylinder
passing will ensure that the design handling strength has been met. If
the shop drawing shows no design handling strengths, then the minimum handling
strength is assumed to be 100 percent of the design strength. Ensure that
the curing then continues either in or out of the forms until the specified
minimum design strength is met.
9.2.1 Steam curing is
an accelerated cure by low pressure steam or radiant heat within a suitable
insulated enclosure to contain the live steam or heat. The initial
application of the steam or heat is from two to four hours after the final
placement of concrete to allow the initial set to take place. If
retarders are used, increase the waiting period to 4 to 6 hours. As an
alternative, determine the actual time of initial set according to ASTM C 403. Do not
start curing until the actual time to initial set has elapsed.
During the waiting period, ensure that the temperature within the curing
enclosure is not less than 50 °F (10 °C).
During the initial application of live steam or radiant heat, ensure that the
ambient temperature within the curing enclosure increases at an average rate
not exceeding 40 °F (22 °C) per hour until the curing temperature is
reached.
Ensure that the maximum curing temperature does not exceed 150 °F (65
°C). Hold the design temperature until the concrete has reached the
desired design strength. Do not direct the application of live steam on
the concrete forms so as to cause localized high temperatures.
9.2.2 Provide water
curing according to 511.15 and 511.17, Method A.
9.2.3 Provide
membrane curing according to 511.16,
Method B.
9.3
Ensure that all forms are in place until the design handling strength is met.
9.4
Holes for handling or setting are not permitted. Do not move members
before the design handling strength of the concrete is reached, or shipped
before the design strength of the concrete is reached. Ensure that the
manufacturers have equipment necessary to handle and transport the pieces
without damaging them.
10
Ensure that the hardened concrete contains a minimum of 4 percent entrained
air.
10.2.1 Keep the cylinders
and matching culvert section together to guarantee the cylinders are matched
with the corresponding culvert section; or, upon agreement by the Department,
keep the cylinders at a location that will provide the same environment as the
culvert sections.
10.2.2 For each section of the culvert, produce and mark at
least four cylinders so that they are identifiable with the matching culvert
section.
10.2.3 Conform to Supplement 1073
for acceptance.
10.2.3.1 Ensure that cylinder strengths conform to Supplement 1073.
10.3.3.2 Deleted.
10.4 Plug the core holes by using a concrete that is the
same as that used in the section and cured in according to Section 9.2, or by a
non-shrink grout that exceeds the concrete design strength.
11
The design in the plan reflects the external top slab elevation of the
structure. If the structure supplied has a deck thicker than the plan
design, eliminate the difference between the design top slab elevation and the
supplied top slab elevation by a reducing the leg length. The Department
may approve alternate methods to eliminate the difference between the design
top slab elevation and the supplied top slab elevation. The Department
will not approve a change in the top slab elevation from that shown on the
plans.
The clear span shown is the minimum for the structure. The manufacturer
may provide a clear span greater than that shown. Base the exact footer
locations for both the elevation and offset on the manufacturer’s shop
drawings. Ensure that these footer locations are such that the centerline
of the leg at the bottom of the haunch matches the centerline of the footer.
All changes to the project resulting from the manufacturer’s dimensional
changes in the structure are at no charge to the Department.
Ensure that the sections are free of fractures spalls and chips. Ensure
that all surfaces have a smooth and regular finish being defined as a 1/4-inch
variation within 4 feet (6 mm variation within 1.2 m).
11.1 Ensure that the slab and walls are perpendicular with
a diagonal difference of not more than 0.5 percent.
Ensure that the length of each section is within 1/2 inch (13 mm) of the design
length. Consider the length is the average of the length measured at each
side and at the middle of the three-sided section.
11.4 Ensure that the maximum variation in the position of
the reinforcement is 3/8 inch (9 mm), except that the cover over the
reinforcement for the external surface of the top slab is not less than 2
inches (50 mm). The above tolerances or cover requirements do not apply
to mating surfaces at the joint.
11.5 Resubmit any change in reinforcement from the shop
drawings for approval.
12
Make repairs according to the Department’s requirements. The Department will
not make additional payments for culvert repairs. Repairs are acceptable
if, in the opinion of the Department, the repairs are sound, properly finished,
and cured.
13
Perform inspection at the project site.
Furnish precast
concrete components from suppliers certified according to Supplement 1073.
14
Form seams and slight surface irregularities that are expected from a wood
panel forming system will not be cause for rejection. In addition,
hairline cracks less than 0.01 inch (0.25 mm) are not
cause for rejection.
15.1 Ensure that the location of the product marking is on
the interior of the three-sided section 1 foot (300 mm) below the leg haunch.
Add the product marking upon removal of the forms.
The manufacturer may be required to repeat the product markings before the
project is final.
706.052
Precast Reinforced Concrete Arch Sections. Provide precast
reinforced concrete arch sections according to ASTM C 1504, with the
following modifications:
This
item shall consist of manufacturing precast reinforced concrete arch sections
for culverts.
Ensure
that manufacturers of precast concrete members are certified according to
Supplement 1073.
5
Ensure the manufacturer submits design calculations, a structural load rating
and shop drawings for review and approval by the Department. Do not
produce any units until receiving approval. Submit a minimum of five
copies of the drawings. Allow a minimum of 4 weeks for approval.
Ensure the shop drawings include the following:
1.
Load rate the structure according to the requirements
of section 900 of the Department’s Bridge Design Manual.
2.
All material specifications.
3.
All plan view.
4.
All elevation view.
5.
All headwall and wingwall attachment requirements.
6.
All dimensions.
7.
All maintenance of traffic phases.
8.
All section sizes.
9.
All design handling strength.
The manufacturer may modify an approved shop drawing and resubmit for approval
to the Department.
Ensure that the shop drawings also include the following special information as
required:
1.
For top mounted guardrail, the guardrail plate and bolt locations are shown in
the plan view. Holes shall be a minimum of 6 inches (150 mm) from a
joint.
2.
The corrosion inhibitor being used, if any, and dosage rate. Dosage rate
will be approved by the Laboratory.
6.2.1 Provide cement according to 701,
except 701.07.
6.2.2 Provide fly ash according to 701.13.
6.3
Provide aggregates conforming to the quality requirements of 703.02.
6.4
Use chemical admixtures according to 705.12. Use a corrosion inhibitor
unless epoxy coated reinforcing steel is used. An approved list of
corrosion inhibiting admixtures is on file at the Laboratory.
Manufacturers should recognize that the corrosion inhibitors and admixtures may
have an effect on strength, entrained air content, workability, etc. of their
concrete mixes. The manufacturers choice of one
of these corrosion inhibitors does not alleviate meeting all design
requirements of this structure.
6.4.1 Provide
air-entraining admixture according to 705.10.
6.5
Provide epoxy coated reinforcement according to 709.00,
Grade 60 (Grade 420), or 709.14. In lieu of epoxy coated reinforcement, an
approved corrosion inhibiting admixture may be added to the concrete at the
approved dosage; and provide reinforcement according to 709.01, 709.03 or
709.05; Grade 60 (Grade 420) or 709.08, 709.10, 709.11 or 709.12. Provide epoxy
or galvanized coated connections when connecting a precast structural unit into
a cast-in-place structural component or between segments of adjacent precast
structural units either manufactured as separate units or across construction
joints when manufactured as one unit. Provide epoxy coated reinforcement
according to 709.00 or 709.14, when these connections are designed using
reinforcing steel. Provide galvanized coatings according to 711.02, when these
connections are designed using connection plates, hardware or concrete inserts.
7.1
Design according to AASHTO LRFD Bridge Design Specifications,
Section 12.14. Include a future wearing surface loading of 60 psf.
7.2
Ensure that the concrete cover dimension over the outside circumferential
reinforcement is a minimum of 2 inches (50 mm). Ensure that the concrete
cover dimension over the inside circumferential reinforcement is a minimum of 1
1/2 inches (38 mm). The clear distance of the end circumferential wires
shall not be less than 1 inch (25 mm) nor more than 2
inches (50 mm) from the ends of the sections. Reinforcement shall be
assembled utilizing single or multiple layers of welded wire fabric
(three-layer maximum), or utilizing a single layer of deformed billet-steel
bars. The welded wire fabric shall be composed of circumferential and
longitudinal wires and shall contain sufficient longitudinal wires extending
through the section to maintain the shape and position of reinforcement.
Longitudinal distribution reinforcement may be welded wire fabric or deformed billet-steel
bars. The ends of the longitudinal distribution reinforcement shall be
not more than 3 inches (75 mm) from the ends of the sections.
The outside and inside circumferential reinforcing steel for the corners of the
culvert shall be bent to such an angle that it is approximately equal to the
configuration of the culverts outside corner.
7.3
Tension splices in the circumferential reinforcement shall not be made.
For splices other than tension splices, the overlap shall be a minimum of 12 inches
(300 mm) for welded wire fabric or deformed billet steel bars. The
spacing center-to-center of the circumferential wires in a wire fabric sheet
shall be not less than 2 inches (50 mm) or more than 4 inches (100 mm).
For the wire fabric, the spacing center-to-center of the longitudinal wire
shall not be more than 8 inches (200 mm). The spacing center-to-center of
the longitudinal distribution steel for either line of reinforcing in the top
slab shall be not more than 16 inches (410 mm).
8.1
Ensure the sections are produced with butt ends. The ends of the sections
shall be such that when the sections are laid together they will make a
continuous line of sections with a smooth interior free of appreciable
irregularities, all compatible with the permissible variations in these
Specifications. Provide a chamfer on the outside surface at the sections
joint to form a void for a 7/8 ´ 1 3/8-inch (24 ´ 34 mm) flexible plastic
gasket 706.14.
9
Application of membrane waterproofing on the arch section at any location other
than the final location shown on the plans is prohibited.
9.1 Ensure that the
aggregate, cement, and water are manufactured according to 499.06, 499.07,
and 499.09.
Ensure that the temperature requirements of 511.08
and 511.15 are met.
Ensure that the proportion of portland
cement is not less than 564 pounds per cubic yard (335 kg/m3) of
concrete.
If used, add the corrosion inhibitor as an aqueous solution. Consider the
water in the solution as mixing water for the purpose of determining the
water-cement ratio of concrete.
9.2
Cure the arch sections in the forms for the length of time required to obtain
the specified minimum design handling strength as defined in the shop
drawings. Test a cylinder to check each section’s design handling
strength. Repeat this test as often as needed. Only one cylinder
passing will ensure that the design handling strength has been met. If
the shop drawing shows no design handling strengths, then the minimum handling
strength is assumed to be 100 percent of the design strength. Ensure that
the curing then continues either in or out of the forms until the specified
minimum design strength is met.
9.2.1 Steam curing is
an accelerated cure by low pressure steam or radiant heat within a suitable
insulated enclosure to contain the live steam or heat. The initial
application of the steam or heat is from 2 to 4 hours after the final placement
of concrete to allow the initial set to take place. If retarders are used,
increase the waiting period to 4 to 6 hours. As an alternative, determine
the actual time of initial set according to ASTM C 403. Do not
start curing until the actual time to initial set has elapsed.
During the waiting period, ensure that the temperature within the curing
enclosure is not less than 50 °F (10 °C).
During the initial application of live steam or radiant heat, ensure that the
ambient temperature within the curing enclosure increases at an average rate
not exceeding 40 °F (22 °C) per hour until the curing temperature is
reached.
Ensure that the maximum curing temperature does not exceed 150 °F (65
°C). Hold the design temperature until the concrete has reached the desired
design strength. Do not direct the application of live steam on the
concrete forms so as to cause localized high temperatures.
9.2.2 Provide water
curing according to 511.15 and 511.17, Method A.
9.2.3 Deleted.
9.3
Ensure that all forms are in place until the design handling strength is met.
Holes for handling or setting are not permitted. Do not move members
before the design handling strength of the concrete is reached, or shipped
before the design strength of the concrete is reached. Ensure that the
manufacturers have equipment necessary to handle and transport the pieces
without damaging them.
10
Ensure that the hardened concrete contains a minimum of 4 percent entrained
air.
10.2.1 Keep the cylinders and matching culvert section together
to guarantee the cylinders are matched with the corresponding culvert section;
or, upon agreement by the Department, keep the cylinders at a location that
will provide the same environment as the culvert sections.
10.2.2 For each section of the culvert, produce and mark at
least four cylinders so that they are identifiable with the matching culvert
section.
10.2.3 Conform to Supplement 1073
for acceptance.
10.2.3.1 Ensure that cylinder strengths conform to Supplement 1073.
10.3.3.2 Deleted
10.4 Plug the core holes by using a concrete that is the
same as that used in the section and cured according to Section 9.2, or by a
non-shrink grout that exceeds the concrete design strength.
11.0 The under-run in length of a section shall not be
more than 1/2 inch (13 mm).
All changes to the project resulting from the manufacturer’s dimensional
changes in the structure are at no charge to the Department.
Ensure that the sections are free of fractures spalls and chips. Ensure
that all surfaces have a smooth and regular finish being defined as a 1/4 inch
variation within 4 feet (6 mm variation within 1.2 m).
11.1 The internal dimensions shall vary not more than 1
percent from the design dimensions or more than 38 mm (1 1/2 inches),
whichever is less. The haunch dimensions shall vary not more than 19 mm
(3/4 inch) from the design dimension.
11.4 Ensure that the maximum variation in the position of
the reinforcement is 3/8 inch (9 mm), except that the cover over the
reinforcement for the external surface of the top slab is not less than 2
inches (50 mm). The above tolerances or cover requirements do not apply
to mating surfaces at the joint.
11.5 Resubmit any change in reinforcement from the shop
drawings for approval.
12.0 Make repairs according to the Department’s
requirements. The Department will not make additional payments for
culvert repairs. Repairs are acceptable if, in the opinion of the
Department, the repairs are sound, properly finished, and cured.
13.0 Perform inspection at the project site.
Furnish precast
concrete components from suppliers certified according
to Supplement 1073.
14.0 Form seams and slight surface irregularities that are
expected from a wood panel forming system will not be cause for
rejection. In addition, hairline cracks less than 0.01 inch (0.25 mm)
will not be cause for rejection.
15.1 Ensure that the location of the product marking is on
the interior of the arch section 1 foot (300 mm) below the leg haunch.
Add the product marking upon removal of the forms.
The manufacturer may be required to repeat the product markings before the
project is final.
706.053
Precast Reinforced Concrete Round Sections. Provide precast reinforced
concrete elliptical and circular arch sections according to ASTM C 1504, with the
following modifications:
This
item shall consist of manufacturing precast reinforced concrete elliptical and
circular arch sections for culverts.
Ensure
that manufacturers of precast concrete members are certified according to
Supplement 1073.
5.
Ensure the manufacturer submits design calculations, a structural load rating
and shop drawings for review and approval by the Department. Do not produce any
units until receiving approval. Submit a minimum of five copies of the
drawings. Allow a minimum of 4 weeks for approval. Ensure the shop drawings
include the following:
1.
Load rate the structure according to the requirements
of section 900 of the Department’s
Bridge Design Manual.
2.
All material specifications.
3.
Plan view.
4.
Elevation views.
5.
Headwall and wingwall attachment requirements.
6.
Dimensions.
7.
All maintenance of traffic phases.
8.
Section sizes.
9.
Design handling strength.
The manufacturer may modify an approved shop drawing and resubmit for approval
to the Department.
Ensure that the shop drawings also include the following special information as
required:
1.
For top mounted guardrail, the guardrail plate and bolt locations are shown in
the plan view. Holes shall be a minimum of 6 inches (150 mm) from a joint.
2.
The corrosion inhibitor being used, if any, and dosage rate. Dosage rate will
be approved by the Laboratory.
6.2.1 In addition,
provide cement according to 701, except 701.07.
6.2.2 Only use fly
ash conforming to 701.13.
6.3
Provide aggregates conforming to the quality requirements of 703.02.
6.4
Use chemical admixtures conforming to 705.12.
Use a corrosion inhibitor unless epoxy coated reinforcing steel is used. An
approved list of corrosion inhibiting admixtures is on file at the Laboratory.
Manufacturers should recognize that the corrosion inhibitors and admixtures may
have an effect on strength, entrained air content, workability, etc. of their
concrete mixes. The manufacturer’s choice of one of these corrosion inhibitors
does not alleviate meeting all design requirements of this structure.
6.4.1 Provide
air-entraining admixture conforming to 705.10.
6.5
Provide epoxy coated reinforcement according to 709.00, Grade 60 (Grade 420),
or 709.14. In lieu of epoxy coated reinforcement, an approved corrosion
inhibiting admixture may be added to the concrete at the approved dosage; and
provide reinforcement according to 709.01, 709.03 or 709.05; Grade 60 (Grade
420) or 709.08, 709.10, 709.11 or 709.12. Provide epoxy or galvanized coated
connections when connecting a precast structural unit into a cast-in-place
structural component or between segments of adjacent precast structural units
either manufactured as separate units or across construction joints when
manufactured as one unit. Provide epoxy coated reinforcement according to
709.00 or 709.14, when these connections are designed using reinforcing steel.
Provide galvanized coatings according to 711.02, when these connections are
designed using connection plates, hardware or concrete inserts.
7.1
Modify the first sentence as follows: Design according to AASHTO LRFD Bridge Design
Specifications, Section 12.14. Include a future wearing surface loading
of 60 psf.
7.2
Ensure that the concrete cover dimension over the outside circumferential
reinforcement is a minimum of 2 inches (50 mm). Ensure that the concrete cover
dimension over the inside circumferential reinforcement is a minimum of 1 1/2
inches (38 mm). The clear distance of the end circumferential wires shall not
be less than 1 inch (25 mm) nor more than 2 inches (50
mm) from the ends of the sections. Reinforcement shall be assembled utilizing
single or multiple layers of welded wire fabric (three-layer maximum), or
utilizing a single layer of deformed billet-steel bars. The welded wire fabric
shall be composed of circumferential and longitudinal wires and shall contain
sufficient longitudinal wires extending through the section to maintain the
shape and position of reinforcement. Longitudinal distribution reinforcement
may be welded wire fabric or deformed billet-steel bars. The ends of the
longitudinal distribution reinforcement shall be not more than 3 inches (75 mm)
from the ends of the sections.
Form the outside and inside circumferential reinforcing steel for the arch such
that it is approximately equal to the configuration of the arch shape.
7.3
In addition, tension splices in the circumferential reinforcement shall not be
made. For splices other than tension splices, the overlap shall be a minimum of
12 inches (300 mm) for welded wire fabric or deformed billet steel bars. The
spacing center-to-center of the circumferential wires in a wire fabric sheet
shall be not less than 2 inches (50 mm) or more than 4 inches (100 mm). For the
wire fabric, the spacing center-to-center of the longitudinal wire shall not be
more than 8 inches (200 mm). The spacing center-to-center of the longitudinal
distribution steel for either line of reinforcing in the top slab shall be not
more than 16 inches (410 mm).
8.1
Ensure the sections are produced with butt ends. The ends of the sections shall
be such that when the sections are laid together they will make a continuous
line of sections with a smooth interior free of appreciable irregularities, all
compatible with the permissible variations in these Specifications and section
11 of ASTM C 1504.
Provide a 3/4 × 3/4 inch (19 × 19 mm) minimum chamfer on the inside and outside
surface at the sections joint.
Ensure that the
design of the arch in its final constructed location is structurally continuous
throughout the arch unit providing for flexural, compressive and shear force transfers.
For arches that gain structural continuity by a cast in place closure at the
project site, provide concrete with the same compressive strength as the
precast arch. In addition, the cast in place closure shall provide continuity
in the transverse direction (90 degrees to the span) along the lay length of
the arches.
9.1
Ensure that the aggregate, cement, and water are manufactured according to 499.06, 499.07,
and 499.09.
Ensure that the temperature requirements of 511.08
and 511.15 are met.
Ensure that the proportion of Portland cement is not less than 564 pounds per
cubic yard (335 kg/m³) of concrete.
If used, add the corrosion inhibitor as an aqueous solution. Consider the water
in the solution as mixing water for the purpose of determining the water-cement
ratio of concrete.
9.2
Cure the arch sections in the forms for the length of time required to obtain
the specified minimum design handling strength as defined in the shop drawings.
Test a cylinder to check each section’s design handling strength. Repeat this
test as often as needed. Only one cylinder passing will ensure that the design
handling strength has been met. If the shop drawing shows no design handling
strengths, then the minimum handling strength is assumed to be 100 percent of
the design strength. Ensure that the curing then continues either in or out of
the forms until the specified minimum design strength is met.
9.2.1 Steam curing is
an accelerated cure by low pressure steam or radiant heat within a suitable
insulated enclosure to contain the live steam or heat. The initial application
of the steam or heat is from 2 to 4 hours after the final placement of concrete
to allow the initial set to take place. If retarders are used, increase the
waiting period to 4 to 6 hours. As an alternative, determine the actual time of
initial set according to ASTM
C 403. Do not start curing until the actual time to initial set has
elapsed.
During the waiting period, ensure that the temperature within the curing
enclosure is not less than 50 °F (10 °C).
During the initial application of live steam or radiant heat, ensure that the
ambient temperature within the curing enclosure increases at an average rate
not exceeding 40 °F (22 °C) per hour until the curing temperature is
reached.
Ensure that the maximum curing temperature does not exceed 150 °F (65 °C). Hold
the design temperature until the concrete has reached the desired design
strength. Do not direct the application of live steam on the concrete forms so
as to cause localized high temperatures.
9.2.2 Provide water
curing according to 511.15 and 511.17, Method A.
9.2.3 Delete.
9.3
Ensure that all forms are in place until the design handling strength is met.
Holes for handling or setting are not permitted. Do not move members before the
design handling strength of the concrete is reached, or shipped before the
design strength of the concrete is reached. Ensure that the manufacturers have
equipment necessary to handle and transport the pieces without damaging them.
10
Ensure that the hardened concrete contains a minimum of 4 percent entrained
air.
10.1 Cores drilled from the section are not permitted.
10.2.1
Keep the cylinders and matching arch section together to guarantee the
cylinders are matched with the corresponding culvert section; or, upon
agreement by the Department, keep the cylinders at a location that will provide
the same environment as the arch sections.
10.2.2
For each section of the arch structure, produce and mark at least four
cylinders so that they are identifiable with the matching arch section.
10.2.3
Conform to Supplement 1073 for acceptance.
10.2.3.1
Ensure that cylinder strengths conform to Supplement 1073.
11.0 The under-run in length of a section shall not be
more than 1/2 inch (13 mm).
All changes to the project resulting from the manufacturer’s dimensional
changes in the structure are at no charge to the Department.
Ensure that the sections are free of fractures spalls and chips. Ensure that
all surfaces have a smooth and regular finish being defined as a 1/4 inch
variation within 4 feet (6 mm variation within 1.2 m).
11.1 The internal dimensions shall vary not more than 1
percent from the design dimensions or more than 1 1/2 inches (38 mm),
whichever is less. The haunch dimensions shall vary not more than 3/4 inch (19
mm) from the design dimension.
11.4 Ensure that the maximum variation in the position of
the reinforcement is 3/8 inch (9 mm), except that the cover over the
reinforcement for the external surface of the top is not less than 2 inches (50
mm). The above tolerances or cover requirements do not apply to mating surfaces
at the joint.
11.5 Resubmit any change in reinforcement from the shop
drawings for approval.
11.6 All interior and exterior arch surfaces shall have a
smooth steel form finish.
12.0 Make repairs according to the Department’s
requirements. The Department will not make additional payments for arch
repairs. Repairs are acceptable if, in the opinion of the Department, the
repairs are sound, properly finished, and cured.
13.0 The Department may perform inspection at the plant
conforming to Supplement 1073
but final inspection and acceptance will be at the project site.
Furnish precast concrete components from suppliers certified according to
Supplement 1073.
14.0 Form seams and slight surface irregularities that are
expected from a steel panel forming system will not be cause for rejection. In
addition, hairline cracks less than 0.01 inch (0.25 mm) will not be cause for
rejection.
15.1 Ensure that the location of the product marking is on
the interior of the arch section 4 feet (1.2 m) above the base of the arch. Measure the 4 feet (1.2 m) from the base of the arch along the
circumference of the interior surface.
Add the product marking upon removal of the forms.
The manufacturer may be required to repeat the product markings before the
project is final.
706.06 Perforated Concrete Pipe. Provide
perforated concrete pipe according to ASTM C 444 (ASTM C 444M), and
706.01 or 706.02.
Ensure
manufacturers providing materials are certified according to Supplement 1074.
706.07 Concrete Drain Tile. Provide
extra-quality concrete drain tile according to ASTM C 412 (ASTM C 412M),
with the following modifications:
Ensure
manufacturers providing materials are certified according to Supplement 1074.
4.0
This specification covers extra-quality concrete drain tile only.
5.1(3) Does not apply.
6.2.1 Provide cement
according to 701, except 701.07.
6.2.2 Provide fly ash
according to 701.13
6.3
Provide aggregate conforming to the quality requirements of 703.02.
8.1
Perform inspection at the project site. Obtain random samples from
material delivered to the project site or at other locations designated by the
Laboratory. Ensure manufacturers providing materials are certified
according to Supplement 1074.
Testing. Ensure
that the manufacturer furnishes all facilities and personnel to carry out the
tests.
706.08 Vitrified Clay Pipe. Provide
vitrified clay pipe according to ASTM C 700, with the
following modifications:
Furnish
materials according to the Department’s Qualified
Products List (QPL).
14.0 Perform all tests except hydrostatic according to ASTM C 301.
15.0 Perform inspection at the project site. Obtain
random samples from material delivered to the project site or at other
locations designated by the Laboratory.
706.09 Clay Drain Tile. Provide extra-quality clay
drain tile according to ASTM C 4,
with the following modifications:
6.1
Perform inspection at the project site. Obtain random samples from
material delivered to the project site or at other locations designated by the
Laboratory.
11, 12, and 13 Ensure that the manufacturer furnishes all facilities
and personnel to carry out the tests.
Furnish materials
according to the Department’s Qualified
Products List (QPL).
706.10
Bituminous Pipe Joint Filler. Provide cold applied,
mineral filled, joint sealing compound for joints of bell and spigot, or tongue
and groove sewer; or drain pipe conforming to the following:
A. Composition. Provide a steam-refined
petroleum asphalt or a refined coal tar, dissolved in a suitable solvent, and
containing an appropriate stiffener.
B. General Requirement. Provide a bituminous
plastic cement that has a smooth, uniform mixture, not thickened or livered,
and that shows a separation easily overcome by stirring. Ensure that the
material is of such consistency and properties that it is readily applied with
a trowel, a putty knife, or with a caulking gun without pulling or
drawing. Provide a material that when applied to metal, concrete, or
vitrified clay surfaces, exhibits good adhesive and cohesive properties and has
only slight shrinkage after curing. Provide a material that is not
damaged by exposure to below freezing temperatures.
C. Detail Requirements. Provide materials conforming to the following
requirements:
1. |
When applied in a layer 1/16 to 1/8-inch (1.6 to 3.2 mm) thick
on a tinned metal panel and cured at room temperature for 24 hours, the
bituminous plastic cement shall set to a tough, plastic coating, free from
blisters. |
||
|
|
Minimum |
Maximum |
2. |
Grease Cone Penetration (unworked, 150 grams, 25 °C, 5 sec,
ASTM D 217, mm/10 |
175 |
250 |
3. |
Weight, kg/L |
1.17 |
-- |
4. |
Non-volatile, 10 g, 105 to 110 °C, |
75 |
-- |
5. |
Ash, by ignition, % |
25 |
45 |
Furnish
materials according to the Department’s Qualified
Products List (QPL).
706.11 Resilient and Flexible Gasket Joints. Provide
resilient and flexible gasket joints for concrete pipe according to ASTM C 443 (ASTM C
443M).
Furnish
materials according to the Department’s Qualified
Products List (QPL).
706.12 Resilient and Flexible Joints.
Provide resilient and flexible joints for vitrified clay pipe according to ASTM C 425.
Furnish
materials according to the Department’s Qualified
Products List (QPL).
706.13
Precast
Reinforced Concrete Manhole Riser Sections, Flat Slab Tops, Catch Basins and
Inlet Tops, and Portable Barriers. Provide precast reinforced
concrete manhole riser sections, flat slab tops, catch basins and inlet tops, and
portable barriers according to ASTM
C 478 (ASTM C 478M), with the following modifications:
1.1 Provide precast catch basin tops where permitted
by the plans.
4.1.2.1 Provide cement according to 701,
except 701.07.
4.1.2.2 Provide fly ash according to 701.13.
4.1.4 Provide aggregate conforming to the quality
requirements of 703.02.
4.1.6 Provide steel according to 709.01, 709.08, 709.10, or
709.12. Provide epoxy coated steel according to 709.00 for the manhole
flat slab tops, catch basin tops and inlet tops only.
7.0
In addition, ensure that not more than two holes are cast, drilled, or
otherwise neatly made in the shell of each piece of each riser section for the
purpose of handling or laying. Taper the holes
unless drilled, and before backfilling fill the tapered holes with portland cement mortar or secure
the concrete plugs with portland cement mortar.
Fill drilled holes with portland
cement mortar.
8.2.2 Absorption test
does not apply
10.0 Perform inspection at the project site.
11.0 In addition, mark the plant location on each manhole
top or barrier section.
Ensure
manufacturers providing materials are certified according to Supplement 1073
Ensure
that the manufacturer submits design calculations to the Office of Hydraulic
Engineering for structures that have a span of 10 feet or greater and are
located in the pavement. Ensure the design is based upon section 1000 of
the Location
and Design Manual, Volume 2. Calculations must contain signatures
from two (2) Professional Engineers qualified in structural design.
706.14 Preformed Flexible Joint Sealant. Provide
preformed flexible joint sealant for concrete conduit according to ASTM C 990.
Furnish materials according to the Department's Qualified Product List (QPL).
706.15 Precast Reinforced Concrete Outlets. Provide
precast reinforced concrete outlets composed of cement conforming to 701, except 701.07.
Provide aggregate conforming to the quality requirements of 703.02. Provide epoxy coated steel
reinforcement conforming to 709.00. Do not provide holes for handling or laying. Ensure that the outlet hole
are the same size as the outlet pipe. Perform inspection at the
project site.
Ensure
manufacturers providing materials are certified according to Supplement 1073