THEORETICAL RATE OF EVAPORATION CHART
Aggregate Gradation Table................................................................ 1247
Theoretical Rate of Evaporation Chart............................................... 1251
Table 2501.03-1: Energy Values for Gravity Hammers (Ft. - Kips(a))
|
Wood Pile |
12" to 14" Conc. Pile |
16" Conc. Pile |
10 x 42 Steel H-Pile |
10 x 57 Steel H-Pile |
12 x 53 Steel H-Pile |
12 x 74 Steel H-Pile |
14 x 73 Steel H-Pile |
14 x 89 Steel H-Pile |
|
|
15 to 25 |
25 to 34 |
27 to 36 |
23 to 28 |
23 to 28 |
23 to 28 |
25 to 35 |
25 to 35 |
32 to 42 |
|
|
26' to 40' |
15 to 25 |
25 to 34 |
27 to 36 |
23 to 32 |
23 to 35 |
23 to 35 |
30 to 38 |
30 to 38 |
35 to 45 |
|
41' to 50' |
15 to 25 |
25 to 34 |
27 to 36 |
25 to 38 |
25 to 38 |
25 to 42 |
30 to 42 |
30 to 42 |
36 to 48 |
|
51' to 65' |
(b) |
(b) |
(b) |
25 to 35 |
25 to 38 |
25 to 38 |
30 to 42 |
30 to 42 |
36 to 48 |
|
66' to 90' |
(b) |
(b) |
(b) |
30 to 35 |
30 to 38 |
30 to 38 |
33 to 42 |
33 to 42 |
36 to 50 |
(a) Ft. - Kips = 1000 foot pounds.
(b) Wave equation analysis.
For nominal bearing resistances under 105 tons, minimum diesel hammer energies listed may be reduced by 20% for concrete pile and 10% for steel pile.
Table 2501.03-2: Energy Values for Diesel Hammers (Ft. - Kips(b))
|
Pile Length |
Wood Pile |
12" to 14" Conc. Pile |
16" Conc. Pile |
10 x 42 Steel H-Pile |
10 x 57 Steel H-Pile |
12 x 53 Steel H-Pile |
12 x 74 Steel H-Pile |
14 x 73 Steel H-Pile |
14 x 89 Steel H-Pile |
|
25' or less |
17 to 24 |
23 to 32 |
28 to 40 |
22 to 33 |
24 to 33 |
24 to 33 |
29 to 40 |
29 to 40 |
33 to 43 |
|
26' to 40' |
17 to 24 |
23 to 32 |
28 to 40 |
22 to 33 |
24 to 33 |
24 to 33 |
29 to 40 |
29 to 40 |
40 to 47 |
|
41' to 50' |
17 to 24 |
23 to 32 |
28 to 40 |
22 to 40 |
26 to 40 |
26 to 40 |
33 to 43 |
33 to 43 |
40 to 52 |
|
51' to 65' |
(a) to 33 |
(a) to 32 |
(a) to 40 |
22 to 40 |
26 to 40 |
26 to 40 |
33 to 43 |
33 to 43 |
40 to 52 |
|
66' to 90' |
(a) to (c) |
(a) to (c) |
(a) to (c) |
22 to (c) |
29 to (c) |
29 to (c) |
40 to (c) |
40 to (c) |
49 to (c) |
(a) Ft. - Kips = 1000 foot pounds.
(b) Wave equation analysis.
(c) No maximum energy value specified.
For nominal bearing resistances under 105 tons, minimum diesel hammer energies listed may be reduced by 20% for concrete pile and 10% for steel pile.
Table 2550.02-1: Fabric Form Minimum Property Requirements
|
Test Method |
Units |
Armor Unit |
Articulating Block Mat |
|
|
Composition of Yarns |
- |
- |
Nylon or Polyester |
Nylon or Polyester |
|
Mass Per Unit Area (double-layer) |
ASTM D 5261 |
oz/yd2 |
14 |
12 |
|
Thickness |
ASTM D 5199 |
Mils |
28 |
25 |
|
Mill Width |
- |
In |
76 |
76 |
|
Wide-Width Strip Tensile Strength -Machine |
ASTM D 4595 |
lbf/in |
190 |
140 |
|
Wide-Width Strip Tensile Strength - Cross |
ASTM D 4595 |
lbf/in |
140 |
110 |
|
Elongation at Break - Machine |
ASTM D 4595 |
% |
20 |
20 |
|
Elongation at Break - Cross |
ASTM D 4595 |
% |
30 |
30 |
|
Trapezoidal Tear Strength - Machine |
ASTM D 4533 |
lbf |
180 |
150 |
|
Trapezoidal Tear Strength - Cross |
ASTM D 4533 |
lbf |
115 |
100 |
|
Apparent Opening Size (AOS) |
ASTM D 4751 |
U.S. Std. Sieve |
60 |
40 |
|
Flow Rate |
ASTM D 4491 |
gal/min/ft2 |
50 |
90 |
Notes:
a. Conformance of fabric to specification property requirements is based on ASTM D 4759.
b. All numerical values represent minimum average roll values (i.e., average of test results from any sample roll in a lot shall meet or
exceed the minimum values). Sample lots according to ASTM D 4354.
Table 2552.02-1: Class II Material
|
Type |
Soil Group Symbol ASTM D 2487 |
Description |
1½ in. |
No. 4 |
No. 200 |
|
Coarse-Grained Soils, clean |
GW |
Well-graded gravels and gravel-sand mixtures; little or no fines |
100% |
<50% of “Coarse Fraction” |
<5% |
|
Coarse-Grained Soils, clean |
GP |
Poorly-graded gravels and gravel-sand mixtures; little or no fines. |
100% |
<50% of “Coarse Fraction” |
<5% |
|
Coarse-Grained Soils, clean |
SW |
Well-graded sands and gravelly sands; little or no fines. |
100% |
>50% of “Coarse Fraction” |
<5% |
|
Coarse-Grained Soils, clean |
SP |
Poorly-graded sands and gravelly sands; little or no fines. |
100% |
>50% of “Coarse Fraction” |
<5% |
|
Coarse-Grained Soils, borderline clean to with fines |
e.g. GW-GC, SP-SM |
Sands and gravels which are borderline between clean and with fines. |
100% |
Varies |
5% to 12% |
Table 2552.02-2: Class III Material
|
Type |
Soil Group Symbol ASTM D 2487 |
Description |
|
Coarse-Grained Soils, with fines |
GM |
Silty gravels, gravel-sand-silt mixtures. |
|
Coarse-Grained Soils, with fines |
GC |
Clayey gravels, gravel-sand-clay mixtures. |
|
Coarse-Grained Soils, with fines |
SM |
Silty sands, sand-silt mixtures. |
|
Coarse-Grained Soils, with fines |
SC |
Clayey sands, sand-clay mixtures. |
Table 2552.02-3: Class IVA Material
|
Type |
Soil Group Symbol ASTM D 2487 |
Description |
|
Fine-Grained Soils (inorganic) |
ML |
Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, silts with slight plasticity. |
|
Fine-Grained Soils (inorganic) |
CL |
Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clay, lean clays. |
Table 2552.02-4: Class IVB Material
|
Type |
Soil Group Symbol ASTM D 2487 |
Description |
|
Fine-Grained Soils (inorganic) |
MH |
Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. |
|
Fine-Grained Soils (inorganic) |
CH |
Inorganic clays of high plasticity, fat clays. |
Table 2552.02-5: Class V Material
|
Type |
Soil Group Symbol ASTM D 2487 |
Description |
|
Organic Soils (Unsuitable for backfill) |
OL |
Organic silts and organic silty clays of low plasticity. |
|
Organic Soils (Unsuitable for backfill) |
OH |
Organic clays of medium to high plasticity, organic silts. |
|
Highly Organic (Unsuitable for backfill) |
PT |
Peat and other high organic soils. |
Table 4109.02-1: Aggregate Gradation Table (Percent Passing)
|
Section No. |
Intended Use |
1 1/2” |
1.00” |
3/4” |
1/2” |
3/8” |
#4 |
#8 |
#30 |
#50 |
#100 |
#200 |
Notes |
|
|
1 |
PCC FA, Cover Agg. |
|
|
|
|
100 |
90-100 |
70-100 |
10-60 |
|
|
0-1.5 |
1 |
|
|
2 |
PCC Intermediate |
|
|
|
95-100 |
|
|
0-10 |
|
|
|
|
|
|
|
3 |
PCC CA & Pipe Bedding |
100 |
95-100 |
|
25-60 |
|
0-10 |
0-5 |
|
|
|
0-1.5 |
2, 10 |
|
|
4 |
4115 (2-8) |
PCC CA |
100 |
50-100 |
30-100 |
20-75 |
5-55 |
0-10 |
0-5 |
|
|
|
0-1.5 |
10 |
|
5 |
4115 (67, 2-8) |
PCC CA |
|
100 |
90-100 |
|
20-55 |
0-10 |
0-5 |
|
|
|
0-1.5 |
10 |
|
6 |
4115.05 (Repair & Overlay) |
PCC CA |
|
|
100 |
90-100 |
40-90 |
0-30 |
|
|
|
|
0-1.5 |
10 |
|
7 |
4116 (Class V) |
PCC FA & CA |
100 |
|
|
|
|
80-92 |
60-75 |
20-40 |
|
|
|
|
|
8 |
4116.03 (Class V) |
Fine Limestone |
|
|
|
|
100 |
90-100 |
|
|
|
|
0-30 |
|
|
9 |
Grout Aggregate |
|
|
|
100 |
85-100 |
|
0-10 |
|
|
|
0-1.5 |
|
|
|
10 |
Granular Surface |
|
|
100 |
|
|
50-80 |
25-60 |
|
|
|
|
3, 11 |
|
|
11 |
Granular Surface & Shoulder |
|
100 |
95-100 |
70-90 |
|
30-55 |
15-40 |
|
|
|
6-16 |
4, 5, 11 |
|
|
12a |
4121 (Cr. St.) |
Granular Subbase |
100 |
|
|
40-80 |
|
|
5-25 |
|
|
|
0-6 |
6, 11 |
|
12b |
4121 (Cr. Gravel) |
Granular Subbase |
100 |
|
|
50-80 |
|
|
10-30 |
|
5-15 |
|
3-7 |
7, 11 |
|
13a |
4122.02 (Cr. St.) |
Macadam St. Base |
|
|
|
|
|
|
|
|
|
|
|
15 |
|
13b |
Macadam Choke St. |
|
100 |
|
|
|
|
|
|
|
|
6-16 |
11 |
|
|
14 |
Modified Subbase |
100 |
|
70-90 |
|
|
|
10-40 |
|
|
|
3-10 |
5, 7, 11 |
|
|
18 |
4117 (No. 4 Cr. Gr., Cr. St., or Nat. Sand) |
Leveling Aggregate |
|
|
|
|
100 |
95-100 |
50-80 |
|
0-15 |
|
0-4 |
11 |
|
19 |
Cover Aggregate |
|
|
100 |
97-100 |
40-90 |
0-30 |
0-15 |
|
|
|
0-1.5 |
11 |
|
|
20 |
4125 (1/2” Scr. Gr.) |
Cover Aggregate |
|
|
100 |
95-100 |
40-80 |
0-15 |
0-7 |
|
|
|
0-1.5 |
11 |
|
21 |
Cover Aggregate |
|
|
|
100 |
90-100 |
10-55 |
0-20 |
0-7 |
|
|
0-1.5 |
11 |
|
|
22 |
Fine Slurry Mixture |
|
|
|
|
100 |
85-100 |
40-95 |
20-60 |
14-35 |
10-25 |
5-25 |
9, 11 |
|
|
23 |
4124 (Cr. St.) |
Coarse Slurry Mixture |
|
|
|
|
100 |
70-90 |
40-70 |
19-42 |
|
|
5-15 |
11 |
|
29 |
Porous Backfill |
|
|
100 |
95-100 |
50-100 |
0-50 |
0-8 |
|
|
|
|
11 |
|
|
30 |
4132.02 (Cr. St.) |
Special Backfill |
100 |
|
|
|
|
|
10-40 |
|
|
|
0-10 |
5, 11, 14 |
|
31 |
4132.03 (Gravel) |
Special Backfill |
|
100 |
90-100 |
75-100 |
|
|
30-55 |
|
|
|
3-7 |
11 |
|
32 |
4133 (Sand/Gr./Cr. St.) |
Granular Backfill |
|
|
|
|
|
|
10-100 |
|
|
|
0-10 |
8, 11, 16 |
|
35 |
4134 (Natural Sand/Gr.) |
Floodable Backfill |
100 |
|
|
|
|
|
20-90 |
|
|
|
0-4 |
11 |
|
36 |
4134 (Natural Sand) |
Floodable Backfill |
|
|
|
|
|
100 |
|
|
|
|
0-2 |
11 |
|
37 |
2320 (Quartzite/Granite/Slag) |
Polymer-Modified Microsurfacing |
|
|
|
|
100 |
90-100 |
65-90 |
30-50 |
18-30 |
10-21 |
5-15 |
12, 13 |
|
38 |
2320 (limestone/Dolomite) |
Polymer-Modified Microsurfacing |
|
|
|
|
100 |
70-90 |
45-70 |
15-35 |
10-25 |
5-20 |
5-15 |
12, 13 |
Notes: (Gradations No. 15, 16, 17, 24, 25, 26, 27, 28, 33, and 34 have been deleted)
1. For Section 4110, when the fine aggregate is sieved through the following numbered sieves - 4, 8, 16, 30, 50, and 100 - no more than 40% shall pass one sieve and be retained on the sieve with the next higher number.
2. When used in precast and prestressed concrete bridge beams, 100% shall pass the 1.00" sieve. When used for pipe bedding (4118) the No. 200 restriction does not apply.
3. When compaction of material is a specification requirement, the minimum percent passing the No. 200 sieve is 6%.
4. See specifications for combination of gravel and limestone.
5. Unwashed air dried samples of crushed composite material shall be tested for gradation compliance except that no gradation determination will be made for material passing the No. 200 sieve.
6. The gradation requirement for the No. 8 sieve shall be 5% to 20% when recycled material is supplied.
7. For Section 4121 gravel, one fractured face on 30% or more of the particles retained on the 3/8 inch sieve. For Section 4123 gravel, one fractured face on 75% or more of the particles retained on the 3/8 inch sieve.
8. Crushed stone shall have 100% passing the 1½” sieve.
9. Gradation limitations for the 30, 50, and 100 sieves shall not apply when slurry mixture is applied by hand lutes, such as for slurry leveling.
10. Maximum of 2.5% passing the No. 200 sieve allowed if for crushed limestone or dolomite when documented production is 1% or less.
11. When Producer gradation test results are used for acceptance, test results representing at least 90% of the material being produced shall be within the gradation limits and the average of all gradation results shall be within the gradations limits. Stockpiled material not meeting the criteria may, at the District Materials Engineer’s discretion, be resampled using Materials I.M. 301 procedures. One hundred percent of the stockpile quality control and verification test results shall be within the gradation limits.
12. For Quartzite/Granite/Slag: 45% to 70% passing No. 16 Sieve; for Dolomite/Limestone: 25% to 50% passing No. 16 Sieve.
13. Percent passing shall not go from the high end to the low end of the range for any two consecutive screens.
14. If the material meets the quality requirements of Article 4120.04, a maximum of 14% passing the No. 200 sieve will be allowed.
15. 3” nominal maximum size screened over 3/4” or 1.00” screen.
16. 100% passing the 3” screen