VIDEO PHOTOGRAPHY | |||
Item No. | Descriptions | Unit | Rate |
18.1 | Providing and carrying out video shoting of roads, bridges, buildings, other programmes including hiring of vehicle equipments for video shooting, titling, lightening, mixing, lettering, editing, including cost of two colour CDs of approved makes and quality etc. complete. | ||
i) Within 50 Kms. | Per day | 2500.00 | |
ii) Beyond 50 kms. | Per day | 2700.00 | |
iii) Work upto 5 hours per day only. | Per day | 1500.00 | |
18.2 | Shooting of still photographs outdoor and indoor of construction and other works of building, bridges, roads etc. at any distances. | ||
i) Post Card size (A-4 Size) | 3Nos. | ||
ii) 4"x6" size | 3Nos. | ||
iii) 5"x7" size | 3 Nos | ||
iv) 8"x12" Size | 3 Nos | ||
v) 20''x30'' size (Banner Size) | 1 Nos | ||
Extra Copies : | |||
Post Card size | |||
4"x6" size | 1 No. | 12.00 | |
5"x7" size | 1 No. | 15.00 | |
8"x12" Size (A-4 Size) | 1 No. | 50.00 | |
20'x30' size (Banner Size) | 1 No. | 450.00 | |
EARTH WORK, EROSION CONTROL AND DRAINAGE | |||
Table 300-1, Density Requirements of Embankment and Sub-Grade Materials. | |||
S.No. | Type of work | Maximum laboratory dry unit weight when tested as per IS:2720 (Part 8) | |
1. | Embankments upto 3 meters height, not subjected to extensive flooding. | Not less than 15.2 kN/m³ | |
2. | Embankments exceeding 3 meters height or embankments of any height subject to long periods of inundation | Not less than 16.0 kN/m³ | |
3. | Sub-grade and earthen shoulders/verges/ backfill | Not less than 17.5 kN/m³ | |
Notes: |
|||
1. This table is not applicable for lightweight fill materials, e.g., cinder, fly ash etc. | |||
2. The materials to be used in sub-grade shall be non-expansive and shall satisfy design CBR at the specified dry density and moisture content. In case the available materials fail to meet the requirement of CBR, use of stabilization methods in accordance with Clauses 403 and 404 or by any stabilization method approved by the Engineer shall be followed. | |||
Table 300-2, Compaction Requirements for Embankment and Sub-grade. | |||
S.No. | Type of work |
Relative compaction as percentage of Max. laboratory dry density as per IS:2720 (Part 8) | |
1 | Sub-grade and earthen shoulders. . | Not less than 97% | |
2 | Embankments | Not less than 95 % | |
3 | Expansive clays. | ||
(a) Sub-grade and 500mm portion just below the sub-grade. | Not allowed | ||
(b) Remaining portion of embankment. | 90 -95% | ||
The contractor shall, at least 7 working days before commencement of compaction, submit the following to the Engineer for approval : | |||
1. The values of maximum dry density and Optimum Moisture Content obtained in accordance with IS:2720 (Part 8), appropriate for each of the fill materials he intends to use. | |||
2. A graph of density plotted against moisture content from which each of the values in “1” above of maximum dry density and Optimum Moisture Content were determined. | |||
3. The maximum dry density and optimum moisture content approved by engineer-in charge shall form the basis for compaction. | |||
EARTH WORK, EROSION CONTROL AND DRAINAGE | |||
Table 300-3, Grading requirement for filter material | |||
Sieve Designation | Percentage passing by weight | ||
Class I |
Class II | Class III | |
53 mm | - | - | 100 |
45 mm | - | - | 97-100 |
26.5 mm | - | 100 | - |
22.4 mm | - | 95-100 | 58-100 |
11.2 mm | 100 | 48-100 | 20-60 |
5.6 mm | 92-100 | 28-54 | 4-32 |
2.8 mm | 83-100 | 20-35 | 0-10 |
1.4 mm | 59-96 | - | 0-5 |
710 micron | 35-80 | 6-18 | - |
355 micron | 14-40 | 2-9 | - |
180 micron | 3-15 | - | - |
90 micron | 0-5 | 0-4 | 0-3 |
Table 300-4, Grading Requirements for Aggregate Drains. | |||
Sieve Designation | Percent Passing by Weight | ||
Type A | Type B | ||
63 mm | - |
100 | |
37.5 mm | 100 |
85-100 | |
19 mm | - |
0-20 | |
9.5 mm | 45-100 |
0-5 | |
3.35 mm | 25-80 |
- | |
600 micron | 8-45 |
- | |
150 micron | 0-10 |
- | |
75 micron | 0-5 | - | |
SUB-BASE, BASES (NON-BITUMINOUS) AND SHOULDERS | |||
Table 400-1, Grading for Granular Sub-base Materials |
IS Sieve Designation | Percent by Weight Passing the IS Sieve | |||||
Grading I | Grading II | Grading III | Grading IV | Grading V | Grading VI | |
75.0 mm | 100 | - | - | - | 100 | - |
53.0 mm |
80-100 | 100 | 100 | 100 | 80-100 |
100 |
26.5 mm | 55-90 | 70-100 | 55-75 | 50-80 | 55-90 | 75-100 |
9.50 mm | 35-65 | 50-80 | - |
- | 35-65 | 55-75 |
4.75 mm | 25-25 | 40-65 | 10-30 | 15-35 | 25-50 | 30-55 |
2.36 mm | 20-40 | 30-50 | - | - | 10-20 | 10-25 |
0.85 mm | - | - | - | - | 2-10 | - |
0.425mm | 10-15 | 10-15 | - | - | 0-5 | 0-8 |
0.025mm | <5 | <5 | <5 | <5 | - |
0-3 |
Table 400-2, Physical Requirements for Materials for Granular Sub-base |
||
Aggregate impact Value (AIV) | IS:2386 (Part 4) or IS : 5640 | 40 maximum |
Liquid Limit | IS : 2720 (Part 5) | Maximum 25 |
Plasticity Index | IS : 2720 (Part 5) | Maximum 6 |
CBR at 98% dry density (at IS :2720-Part 8) | IS : 2720 (Part 5) | Minimum 30 unless otherwise specified in the Contract |
SUB-BASE, BASES (NON-BITUMINOUS) AND SHOULDERS | |||
Table 400-8, Physical Requirements of Coarse Aggregates for Water Bound Macadam for Sub-base/Base Courses | |||
S.No. | Test | Test Method | Requirements |
1)*** | Los Angeles Abrasion value Or Aggregate Impact value | IS : 2386 (Part 4) IS : 2386 (Part-4) Or IS:5640* | 40 percent (Max) |
2) | Combined Flakiness and Elongation Indices (Total)** | IS : 2386 (Part-1) | 35 percent (Max) |
* Aggregates which get softened in presence of water shall be tested for Impact value under wet conditions in accordance with IS :5640 |
Table 400-9, Grading requirement of Coarse Aggregate. | |||
Grading No. | Size Range | IS Sieve Designation | Percent by weight passing |
Grading I | 63 mm to 45 mm | 75 mm | 100 |
63 mm | 90-100 | ||
53 mm | 25-75 | ||
45 mm | 0-15 | ||
22.4 mm | 0-5 | ||
Grading II | 53 mm to 22.4 mm | 63 mm | 100 |
53 mm | 95-100 | ||
45 mm | 65-90 | ||
22.4 mm | 0-10 | ||
11.2 mm | 0-5 | ||
Note: The compacted thickness for a layer shall be 75mm. |
SUB-BASE, BASES (NON-BITUMINOUS) AND SHOULDERS | |||
Table 400-10, Grading for Screenings. | |||
IS Sieve Designation | Size Range | IS Sieve Designation | Percent by weight passing |
A. | 13.2 mm | 13.2 mm | 100 |
11.2 mm | 95-100 | ||
5.6 mm | 15-35 | ||
180 micron | 0-10 | ||
B. | 11.2 mm | 11.2 mm | 100 |
9.5 mm | 80-100 | ||
5-6 mm | 50-70 | ||
180 micron | 5-25 | ||
Table 400-11, Approximate Quantities of Coarse Aggregate and Screenings Required for 75 mm compacted thickness of Water Bound Macadam (WBM) sub-base/ base course for 10 m² area. |
Classification | Size Range |
Compacted thickness |
Loose Quantity |
Screenings | |||
Stone Screenings | Crushable type such as Moorum or Gravel. | ||||||
Grading Classification & size | For WBM sub-base/ base course (Loose Qty.) | Grading Classification & size | Loose Qty. | ||||
Grading-I | 63mm to 45mm | 75mm | 0.91 to 1.07 m³ | Type A 13.2 mm | 0.12 to 0.15 m³ | Not uniform | 0.22 to 0.24 m³ |
-do- | do- | do- | do- | Type B 11.2 mm | 0.20 to 0.22 m³ | -do- |
do- |
Grading-II | 53mm to 22.4 mm | 75mm | -do- | -do- | 0.18 to 0.21 m³ |
-do | -do |
SUB-BASE, BASES (NON-BITUMINOUS) AND SHOULDERS | |||
Table 400-12 Physical requirements of coarse aggregate wet mix macadam for sub-base/base course. | |||
S.No. | Test | Test Method | Requirements |
1 | Los Angles Abrasion Value or Aggregate Impact Value |
IS : 2386 (Part 4) IS : 2386 (Part 4) or IS : 5640 |
40 percent (Max.) 30 percent (Max.) |
2. | Combined Flakiness and Elongation Indices (Total)** |
S : 2386 (Part 1) | 35 percent (Max.)** |
* To determine this combined proportion, the flaky stone from a representative sample should first be separated out. Flakiness index is weight of flaky stone metal divided by weight of stone sample. Only the elongated particles be separated out from the remaining (non-flaky) stone metal. Elongation index is weight of elongated particles divided by total non-flaky particles. The values of flakiness index and elongation index so found are added up. |
Table 400-13, Grading Requirements of Aggregate for Wet Mix Macadam. | |
IS Sieve Designation |
Percent by weight passing the IS Sieve |
53.00 mm | 100 |
45.00 mm | 95-100 |
26.50 mm | - |
22.40 mm | 60-80 |
11.20 mm | 40-60 |
4.75 mm | 25-40 |
2.36 mm | 15-30 |
600 micron | 8-22 |
75 micron | 0-5 |
SUB-BASE, BASES (NON-BITUMINOUS) AND SHOULDERS | ||
CRUSHER-RUN MACADAM BASE | ||
Table 400-14 : Aggregate Grading Requirements | ||
Sieve Size | Percent passing by weight | |
53 mm max. size | 37.5 mm max. size | |
63 mm | 100 | - |
45 mm | 87-100 | 100 |
22.4 mm | 50-85 | 90-100 |
5.6 mm | 25-45 | 35-55 |
710 mm | 10-25 | 10-30 |
90 mm | 2-5 | 2-5 |
Table 400-15 : Physical Requirements of Coarse Aggregates for Crusher-Run Macadam Base |
S.No | Test | Test Method | Requirements |
1) | Los Angles Abrasion Value or Aggregate Impact Value | IS : 2386 (Part 4) IS : 2386 (Part 4) or IS : 5640 | 40 percent 30 percent |
2) | Combined Flakiness and Elongation Indices (Total) | IS : 2386 (Part 1) | 35 percent** |
3) | *Water absorption | IS : 2386 (Part 3) | 2 percent maximum |
4) | Liquid Limit of material passing 425 micron | IS : 2720 (Part 5) | 25 maximum |
5) | Plasticity Index of material passing 425 micron | IS : 2720 (Part 5) | 6 maximum |
* If the water absorption is more than 2 percent, soundness test shall be carried out as per IS : 2386 (Part-5) |
|||
* To determine this combined proportion, the flaky stone from a representative sample should first be separated out. Flakiness index is weight of flaky stone metal divided by weight of stone sample. Only the elongated particles be separated out from the remaining (non-flaky) stone metal. Elongation index is weight of elongated particles divided by total non-flaky particles. The values of flakiness index and elongation index so found are added up. |
|||
SUB-BASE, BASES (NON-BITUMINOUS) AND SHOULDERS | |||
Table 400-16 |
IS Sieve Size | Percent Passing |
9.52 mm | 100 |
4.75 mm | 95-100 |
2.36 mm | 80-100 |
1.18 mm | 50-95 |
600 micron | 25-60 |
300 micron | 10-30 |
150 micron | 0-15 |
75 micron | 0-10 |
Table 400-17 |
IS Sieve Size | Percent Passing |
2.36 mm | 100 |
1.18 mm | 90-100 |
600 micron | 60-90 |
300 micron | 30-60 |
150 micron | 15-30 |
75 micron | 0-10 |
BASE AND SURFACE COURSES (BITUMINOUS) | |||||
Table 500-2, Manufacturing and Rolling Temperatures. | |||||
Bitumen Penetration |
Bitumen Mixing (°C) | Aggregate Mixing (°C) | Mixed Material (°C) | Laying (°C) | Rolling (°C) |
VG-40 | 160-170 | 160-175 | 160-170 | 150 Minimum | 100 Minimum |
VG-30 | 150-165 | 150-170 | 150-165 | 140 Minimum | 90 Minimum |
VG-20 | 145-165 | 145-170 | 145-165 | 135 Minimum | 85 Minimum |
VG-10 | 140-160 | 140-165 | 140-160 | 130 Minimum | 80 Minimum |
* Rolling must be completed before the mat cools to these minimum temperatures. |
Table 500-5, Rate of Application of Tack Coat | |
Type of Surface | Rate of Spray of Binder in Kg per Sq.m |
Bituminous surfaces | 0.20 -0.30 |
Granular surfaces treated with primer | 0.25 -0.30 |
Cement concrete pavement | 0.30 -0.35 |
Table 500-6, Physical Properties of Coarse Aggregate (BM) | |||
Property | Test | Requirement | Test Method |
Cleanliness | Grain size analysis | Max. 5% passing 0.075 micron | IS:2386 Part I |
Particle shape | Combined Flakiness and Elongation Indices | Max. 35% | IS:2386 Part I |
Strength | Los Angeles Abrasion Value or Aggregate Impact Value Max. 40% Max. 30% |
IS:2386 Part IV | IS:2386 Part IV |
Durability | Soundness (Sodium or Magnesium) Sodium Sulphate Magnesium Sulphate | 5 cycles Max. 12% Max.18% | IS:2386 Part V IS:2386 Part V |
Water absorption | Water absorption | Max 2% | IS:2386 Part III |
Stripping | Coating and Stripping of Bitumen Aggregate | Min. Retained Coating 95% | IS : 6241 |
Water sensitivity | Retained Tensile strength* | Min. 80% | AASHTO 283 |
* If the minimum retained tensile strength falls below 80 percent, use of anti stripping agent is recommended to meet the minimum requirements. | |||
BASE AND SURFACE COURSES (BITUMINOUS) | |||
Table 500-7, Composition of Bituminous Macadam. |
Grading Mix designation nominal aggregate size layer thickness IS Sieve size (mm) |
Grade -I 40mm 80-100 mm | Grade -II 19mm 50-75 mm |
Cumulative % by Weight of total aggregate passing | ||
45 | 100 | - |
37.5 | 90 -100 | - |
26.5 | 75 -100 | 100 |
19 | - | 90 -100 |
13.2 | 35 -61 | 56 -88 |
4.75 | 13 -22 | 16 -36 |
2.36 | 4 -19 | 4 -19 |
0.3 | 2 -10 | 2 -10 |
0.075 | 0 -8 | 0 -8 |
Bitumen content** % by mass of total mix | 3.3** | 3.4** |
Bitumen Grade | 35 -90 | 35 -90 |
* Nominal maximum aggregate size is the largest specified sieve size upon which any of the aggregate material is retained. | ||
** Corresponds to specific gravity of the Aggregate being 2.7 in case aggregates have specific gravity more than 2.7 bitumen content can be reduced proportionately. Further for regions where highest daily mean air temperature is 30oC or lower and lowest daily mean air temperature is -10oC or lower, the bitumen content may be increased by 0.5 percent. |
BASE AND SURFACE COURSES (BITUMINOUS) | ||||
Table 500-8, Physical Requirements for Coarse Aggregate for Dense Bituminous Macadam | ||||
Property | Test | Specification | Method of Test | |
Cleanliness (dust) | Grain size analysis | Max. 5% passing 0.075 micron | IS:2386 Part I | |
Particle shape | Combined Flakiness and Elongation Indices | Max. 35% | IS:2386 Part I | |
Strength | Los Angeles Abrasion Value or Aggregate Impact Value | Max. 35% Max. 27% | IS:2386 Part IV | |
Durability | Soundness (Sodium or Magnesium) Sodium Sulphate Magnesium Sulphate | Max. 12% Max.18% | IS:2386 Part V | |
Water absorption | Water absorption | Max 2% | IS:2386 Part III | |
Stripping | Coating and Stripping of Bitumen Aggregate Mix | Min. Retained Coating 95% | IS : 6241 | |
Water sensitivity | Retained Tensile strength* | Min. 80% | AASHTO 283 | |
*To determine this combined proportion, the flaky stone from a representative sample should first be separated out. Flakiness index is weight of flaky stone metal divided by weight of stone sample. Only the elongated particles be separated out from the remaining (non-flaky) stone metal. Elongation index is weight of elongated particles divided by total non-flaky particles. The values of flakiness index and elongation index so found are added up. | ||||
*If the minimum retained tensile test strength falls below 80 percent, use of anti stripping agent is recommended to meet the minimum requirements. | ||||
BASE AND SURFACE COURSES (BITUMINOUS) | ||||
Table 500-10, Composition of Dense Graded Bituminous Macadam Pavement Layers. |
Grading | 1 | 2 | ||
Nominal Aggregate size | 40 mm | 25 mm | ||
Layer Thickness | 80 -100 mm | 50 -75 mm | ||
IS Sieve1 (mm) | Cumulative % by weight of total aggregate passing | |||
45 | 95-100 | - | ||
37.5 | 95 -100 | 100 | ||
26.5 | 63 -93 | 90 -100 | ||
19 | - | 71 -95 | ||
13.2 | 55 -75 | 56 -80 | ||
9.5 | - | - | ||
4.75 | 38 -54 | 38 -54 | ||
2.36 | 28 -42 | 28 -42 | ||
1.18 | - | - | ||
0.6 | - | - | ||
0.3 | 7 -21 | 7 -21 | ||
0.15 | - | - | ||
0.075 | 2 -8 | 2 -8 | ||
Bitumen content % by mass of total mix 2 | Min 4.0** | Min 4.5** | ||
* The nominal maximum aggregate size is the largest specified sieve size upon which any of the aggregate material is retained. | ||||
** Corresponds to specific gravity of the Aggregate being 2.7 in case aggregates have specific gravity more than 2.7 bitumen content can be reduced proportionately. Further for regions where highest daily mean air temperature is 30oC or lower and lowest daily mean air temperature is -10oC or lower, the bitumen content may be increased by 0.5 percent. | ||||
BASE AND SURFACE COURSES (BITUMINOUS) | ||||
Table 500-11, Requirements for Dense Graded Bituminous Macadam | ||||
Properties |
Viscosity Grade paving Bitumen |
Modified bitumen | Test Method | |
Hot climate | Cold climate | |||
Compaction level | 75 blows on each face of the specimen | |||
Minimum stability (KN at 600C) | 9.0 | 12.0 | 10.0 | AASHTO T 245 |
Marshall flow (mm) | 2-4 | 2.5-4 | 3.5-5 | AASHTO T 245 |
Marshall Quotient (Stability/Flow) | 2-5 | 2.5-5 | MS-2 and ASTM D2041 | |
% air voids | 3-5 | |||
% Volds Filled with Bitumen (VFB) | 65-75 | |||
Coating of aggregate particle | 95% minimum | IS :6241 | ||
Tensile Strength ratio | 80% minimum | AASHTO T 283 | ||
% Voids in Mineral Aggregate (VMA) | Minimum percent voids in mineral aggregate (VMA) are set out in Table 500-13 |
Table 500-12, Minimum percent Voids in Mineral Aggregate (VMA) | |||
Nominal Maximum Particle size1 (mm) | Minimum VMA, percent related to Design Air Voids, Percent2 | ||
3.0 | 4.0 | 5.0 | |
26.5 | 11.0 | 12.0 | 13.0 |
37.5 | 10.0 | 11.0 | 12.0 |
* Interpolate minimum voids in the mineral aggregate (VMA) for design air voids values between those listed. | |||
Table 500-13, Permissible variations in the Actual Mix from the Job Mix Formula. |
Description | Base/Binder course |
Aggregate passing 19mm sieve or larger | ± 8% |
Aggregate passing 13.2 mm, 9.5 mm | ± 7% |
Aggregate passing 4.75 mm | ± 6% |
Aggregate passing 2.36mm, 1.18mm, 0.6mm | ± 5% |
Aggregate passing 0.3mm, 0.15mm | ± 4% |
Aggregate passing 0.075mm | ± 2% |
Binder content | ± 0.3% |
Mixing temperature | ± 10°C |
BASE AND SURFACE COURSES (BITUMINOUS) | |
Table 500-14, Sand Grading and Physical Requirements. | |
Sieve size (mm) | Cumulative percentage by weight of total aggregate passing |
9.5 | 100 |
4.75 | 85 -100 |
2.36 | 80 -100 |
1.18 | 70 -98 |
0.60 | 55 -95 |
0.30 | 30 -75 |
0.15 | 10 -40 |
0.075 | 4 -1 |
Plasticity Index (%) | 6 max. |
Sand equivalent (IS:2386, part 37) | 30 min. |
Loss Angles Abrasion Value (IS:2386 part 4) | 40 max. |
Note : Maximum thickness for sand asphalt is 80 mm |
Table 500-15, Requirements for Sand Asphalt Base Coarse. | |
Parameter | Requirement |
Minimum stability (kN at 60°C) | 2.0 |
Minimum flow (mm) | 2 |
Compaction level (Number of blows) | 2 x 75 |
Percent air voids | 3 -5 |
Percent voids in mineral aggregate (VMA) | > 16 |
Percent voids filled with bitumen (VFB) | 65 -75 |
BASE AND SURFACE COURSES (BITUMINOUS) | |||
Table 500-16, Physical Requirements for Coarse Aggregate for Bituminous Concrete | |||
Property | Test | Specification | Method of Test |
Cleanliness (dust) | Grain size analysis | Max. 5% passing 0.075 micron | IS:2386 Part I |
Particle shape | Combined Flakiness and Elongation Indices | Max. 35% | IS:2386 Part I |
Strength |
Los Angeles Abrasion Value or Aggregate Impact Value |
Max. 30% Max. 24% | IS:2386 Part IV |
Durability | Soundness (Sodium or Magnesium) Sodium Sulphate Magnesium Sulphate | Max. 12% Max.18% | IS:2386 Part V |
Polishing | Polished Stone Value | Min 55 | BS : 812-114 |
Water absorption | Water absorption | Max 2% | IS:2386 Part III |
Stripping | Coating and Stripping of Bitumen Aggregate Mix | Min. Retained Coating 95% | IS : 6241 |
Water sensitivity | Retained Tensile strength* | Min. 80% | AASHTO 283 |
If the minimum retained tensile test strength falls below 80 percent, use of anti stripping agent is recommended to meet the minimum requirements. | |||
BASE AND SURFACE COURSES (BITUMINOUS) | |||
Table 500-17, Composition of Bituminous Concrete Pavement Layers. |
Grading | 1 | 2 |
Nominal Aggregate size | 19 mm | 13 mm |
Layer Thickness | 50 mm | 30 -40 mm |
IS Sieve1 (mm) | Cumulative % by weight of total aggregate passing | |
45 | - | - |
37.5 | - | - |
26.5 | 100 | - |
19 | 90 -100 | 90 -100 |
13.2 | 59 -79 | 70 -88 |
9.5 | 52 -72 | 70 -88 |
4.75 | 35 -55 | 53 -71 |
2.36 | 28 -44 | 42 -58 |
1.18 | 20 -34 | 34 -48 |
0.6 | 15 -27 | 26 -38 |
0.3 | 10 -20 | 18 -28 |
0.15 | 5 -13 | 12 -20 |
0.075 | 2 -8 | 4 -10 |
Bitumen content % by mass of total mix 2 | Minimum 5.2* | Minimum 5.4** |
* The nominal maximum aggregate size is the largest specified sieve size upon which any of the aggregate material is retained. | ||
** Corresponds to specific gravity of the Aggregate being 2.7 in case aggregates have specific gravity more than 2.7 bitumen content can be reduced proportionately. Further for regions where highest daily mean air temperature is 30oC or lower and lowest daily mean air temperature is -10oC or lower, the bitumen content may be increased by 0.5 percent. | ||
BASE AND SURFACE COURSES (BITUMINOUS) | ||
Table 500-18, Permissible variations in the Actual Mix from the Job Mix Formula for Bituminous Concrete |
Description | Base/Binder course |
Aggregate passing 19mm sieve or larger | ± 7% |
Aggregate passing 13.2 mm, 9.5 mm | ± 6% |
Aggregate passing 4.75 mm | ± 5% |
Aggregate passing 2.36mm, 1.18mm, 0.6mm | ± 4% |
Aggregate passing 0.3mm, 0.15mm | ± 3% |
Aggregate passing 0.075mm | ± 1.5% |
Binder content | ± 0.3% |
Mixing temperature | ± 10°C |
Table 500-19, Aggregate Gradation for Close graded premix surfacing/mixed seal surfacing |
IS Sieve Designation (mm) | Cumulative percent by weight of total aggregate passing | |
Type A | Type B | |
13.2 mm | - | 100 |
11.2 mm | 100 | 88 -100 |
5.6 mm | 52 -88 | 31 -52 |
2.8 mm | 14 -38 | 5 -25 |
0.090 mm | 0 -5 | 0 -5 |
BASE AND SURFACE COURSES (BITUMINOUS) | ||
Table 500-21, Grading requirements for Chips for Surface Dressing. |
IS Sieve Designation (mm) | Cumulative percent by weight of total aggregate passing for the following nominal sizes (mm) | |||
19 | 13 | 10 | 6 | |
26.5 | 100 | - | - | - |
19.0 | 85 -100 | 100 | - |
- |
13 | 0 -40 | 85 -100 | 100 | - |
9.5 | 0 -7 | 0 -40 | 85 -100 | 100 |
6.3 | - | 0 -7 | 0 -35 | 85 -100 |
4.75 | - | - | 0 -10 | - |
3.35 | - | - | - | 0 -35 |
2.36 | 0 -2 | 0 -2 | 0 -2 | 0 -10 |
0.60 | - | - | - | 0 -2 |
0.075 | 0 -1.5 | 0 -1.5 | 0 -1.5 | 0 -1.5 |
Minimum 65% by weight of aggregate | Passing 19 mm retained 13.2mm | Passing 13.2 mm retained 9.5 mm | Passing 9.5 mm retained 6.3 mm | Passing 6.3 mm retained 3.35mm |
Table 500-22, Approximate Rate of Application of Binder and Aggregates | ||||
Nominal Aggregate Size mm | Binder (Kg/m2) |
Aggregates Cu.m/m2 | ||
Uncoated Aggregates | Coated Aggregates | |||
Bitumen | Emulsion | Bitumen | ||
19 | 1.2 | 1.8 | 1.0 | 0.014-0.015 |
13 | 1.0 | 1.5 | 0.8 | 0.009-0.011 |
10 | 0.9 | 1.3 | 0.7 | 0.007-0.009 |
6 | 0.75 | 1.1 | 0.6 | 0.003-0.005 |
Bitumen for coated aggregates excludes quantity of bitumen required for coating. | ||||
Spraying Temperatures for Binders (Clouse 509.3.3) | ||||
Binder grades | Whirling spray jets Slot jets |
Whirling spray jets Slot jets |
||
Min. °C | Max. °C | Min. °C | Max. °C | |
Penetration grades | ||||
80/100 | 180 | 200 | 165 | 175 |
BASE AND SURFACE COURSES (BITUMINOUS) | ||
Table 500-23, Quantities of materials Required for 10 Sqm. of Road surface for 20mm Thick open-graded premix surfacing using penetration bitumen or cutback. | ||
Aggregates | ||
(a) | Nominal Stone size 13.2mm (passing 22.4mm sieve and retained on 11.2mm sieve) | 0.18 m³ |
(b) | Nominal Stone size 11.2mm (passing 13.2mm sieve and retained on 5.6mm sieve) | 0.09 m³ |
Total: | 0.27 m³ | |
Binder | ||
(a) | For 0.18 m³ of 13.2mm nominal size stone at 52 kg bitumen per m³ | 9.5 kg. |
(b) | For 0.09 m³ of 11.2mm nominal size stone at 56 kg bitumen per m³ | 5.1 kg. |
Total. | 14.6 kg | |
Table 500-24, Quantities of aggregates for 10m² area. (OGPC using cationic bitumen emulsion) | ||
Aggregates | ||
a) | Coarse aggregate nominal 13.2mm size, passing IS 22.4mm sieve and retained on IS 11.2mm sieve | 0.18 m³ |
b) | Coarse aggregate nominal 11.2mm size, passing IS 13.2mm sieve and retained on IS 5.6mm size. | 0.09 m³ |
Binder | 20 to 23 kg | |
BASE AND SURFACE COURSES (BITUMINOUS) | ||
Table 500-27, Aggregate Grading |
Sieve Size (mm) | Percentage by Mass Passing (Minimum Layer Thickness) | ||
Type I (2-3 mm) | Type II (4-6 mm) | Type III (6-8 mm) | |
9.5 | - |
- | 100 |
6.3 | - | 100 | 90-100 |
4.75 | 100 | 90-100 | 70-90 |
2.36 | 90-100 | 65-90 | 45-70 |
1.18 | 65-90 | 45-70 | 28-50 |
0.600 | 40-65 | 30-50 | 19-34 |
0.300 | 25-42 | 18-30 | 12-25 |
0.150 | 15-30 | 10-21 | 7-18 |
0.075 | 10-20 | 5-15 | 5-15 |
Table 500-31, Types of Micro-Surfacing and Rate of Application |
Items | Type II (4 to 6mm) | Type III (6 to 8mm) |
Application | Preventive and Renewal Treatment for Roads Carrying <1500 CVPD | Preventive and Renewal Treatment for Roads Carrying <1500 to 4500 CVPD |
Quantity of mix* (kg/m2) | 8.4to 10.8 | 11.1 to 16.3 |
Residual binder (percentage by weight of dry aggregate) | 6.5 to 10.5 | 5.5 to 10.5 |
By weight of dry aggregate. | ||
Indicative only | ||
BASE AND SURFACE COURSES (BITUMINOUS) | ||
Table 500-32, Requirement of Modified Bitumen Emulsion for Micro-Surfacing | ||
Requirements | Specifications | Method of test |
Residue on 600 micron IS sieve (percent by mass), maximum | 0.05 | IS : 8887 |
Viscosity by Say bolt Furol Viscometre, at 25oC, in second | 20-100 | IS : 8887 |
Coagulation of emulsion at low temperature | Nil | IS : 8887 |
Storage stability after 24 h (168 h), % maximum | 2 (4) | IS : 8887 |
Particle charge, + ve/-ve | + ve | IS : 8887 |
Tests on residue : | ||
a) Residue by evaporation, % minimum | 60 | IS : 8887 |
b) Penetration at 25oC/100g/5s | 40-100 | IS : 1203 |
c) Ductility at 27oC, cm, minimum | 50 | IS : 1208 |
d) Softening point, in oC, minimum | 57 | IS : 1205 |
e) Elastic recovery*, % minimum | 50 | IS : 15462 |
f) Solubility in tri-chloroethylene, % minimum | 97 | IS :1216 |
* In case, elastic recovery is tested for Torsional Elasticity Recovery as per Appendix-8 of IRC :81 the minimum value shall be 20 percent. | ||
Table 500-33, Mix Design Criteria for Micro-Surfacing Mix | ||
Requirements | Specifications | Method of test as given in IRC :SP:81 |
Mix time, minimum | 120s | Appendix-1 |
Consistency, maximum | 3 cm | Appendix-3 |
Wet Cohesion, within 30min, minimum | 12 kg cm |
Appendix-4 |
Wet Cohesion, within 60min, minimum | 20 kg cm | Appendix-4 |
Wet Stripping, pass % minimum | 90 | Appendix-5 |
Wet track abrasion loss (one hour soak), maximum | 538 g/m2 | Appendix-6 |
BASE AND SURFACE COURSES (BITUMINOUS) | ||
Table 500-39, Requirement for Physical Properties of Binder. | ||
Property | Test method | Requirement |
Penetration at 25 °C | IS 1203 | 15 ± 5* |
Softening point, °C | IS 1205 | 65 ± 10 |
Loss on heating for 5h at 163°C, % of mass Max. |
IS 1212 | 2.0 |
Solubility in Trichloroethylene, % by mass Min. |
IS 1216 | 95 |
Ash (mineral matter), %by mass Max |
IS 1217 | 1.0 |
* In cold climatic regions (temperature < 10°C), a softer penetration grade of 30/40 may be used. | ||
Table 500-40, Grade and Thickness of Mastic Asphalt paving and Grading of Coarse Aggregate. | ||
Application | Thickness range (mm) | Nominal size of coarse aggregate (mm) |
Roads and carriageways | 25 -50 | 13 |
Heavily stressed areas i.e. junctions and toll plaza. | 40 -50 | 13 |
Nominal size of coarse aggregate | 13 mm | |
IS Sieve (mm) | Cumulative % passing by weight | |
19 | 100 | |
13.2 | 88 -96 | |
2.36 | 0 -5 | |
BASE AND SURFACE COURSES (BITUMINOUS) | ||
Table 500-41, Grading of Fine Aggregates (Inclusive Filler) | ||
S.No. | IS Sieve | Percentage by weight of aggregate |
1. | Passing 2.36 mm but retained on 0.60 mm | 0 -25 |
2. | Passing 0.600 mm but retained on 0.212 mm | 10 -30 |
3. | Passing 0.212 mm but retained on 0.075 mm | 10 -30 |
4. | Passing 0.075 mm | 30 -55 |
Table 500-42, Composition of Mastic Asphalt Blocks without Coarse Aggregates. | ||
S.No.IS Sieve | Percentage by weight of aggregate | |
Minimum | ||
1. | Passing 2.36 mm but retained on 0.60 mm | 0 |
2. | Passing 0.600 mm but retained on 0.212 mm | 4 |
3. | Passing 0.212 mm but retained on 0.075 mm | 8 |
4. | Passing 0.075 mm | 25 |
5. | Bitumen content | 14 |
QUALITY CONTROL FOR ROAD WORKS | ||
1. | Sub-Grade |
± 20mm |
2. |
Sub-base a) Flexible pavement b) Concrete Pavement |
± 10mm ± 6mm |
3. | Base Course for flexible pavement. a) Bituminous Course b) Granular i) Machine laid ii) Manually laid. | ± 6mm ± 10mm ± 15mm |
4. | Wearing course for flexible pavement. i) Machine laid ii) Manually laid. | ± 6mm ± 10mm |
5. | Cement Concrete Pavement. | ± 5mm |
QUALITY CONTROL FOR ROAD WORKS | |||
Table 900-2, Maximum Permitted Number of Surface Irregularities. | |||
Surface of carriageways and paved shoulders | |||
Irregularity | 4 mm | ||
Length (m) | 300 | ||
Number of Surface irregularities on National Highways/ Expressway* | 15 | ||
Number of Surface irregularities on Roads of Lower category* | 40 | ||
* Category of each section of road as described in the contract. | |||
The maximum allowable difference between the rod surface and underside of a 3m straight edge when placed parallel with, or at right angles to the center line of the road at points decided by the Engineer shall be for : | |||
(i) | Pavement surface (bituminous and cement concrete) | ||
(ii) | Bituminous base courses. | ||
(iii) | Granular sub-base/base courses. | ||
(iv) | Sub base under concrete pavements | ||
(v) | For sub grade | ||
QUALITY CONTROL FOR ROAD WORKS | |||
S. No. | Type of Construction | ||
1. |
Primer Coat/ Tack Coat/For spray | ||
2. |
Seal coat/surface dressing. | ||
3. | Open-graded premix carpet/ Mix seal surfacing. | ||
4. | Bituminous Macadam | ||
5. | Dense Bituminous Macadam/Semi Dense Bituminous Concrete/ Bituminous Concrete. |
||
6. | Sand Asphalt base course. | ||
7. | Slurry seal and Micro surfacing |
||
8. | Stone Matrix Asphalt | ||
9. | Mastic Asphalt | ||
10. | Recycled Material Grading of aggregate | ||
11. | Cold Mixes | ||
12. | Quality of Modified Binder | ||
13. | Geotextiles | ||
USEFUL DATA | |||
1. | Areas & Weights of Steel | ||
a) | Mild Steel Round Bars | ||
Dia in mm | Area Sq. Cm. | ||
6 | 0.283 | ||
8 | 0.503 | ||
10 | 0.785 | ||
12 | 1.131 | ||
16 | 2.011 | ||
18 | 2.545 | ||
20 | 3.142 | ||
22 | 3.801 | ||
25 | 4.909 | ||
28 | 6.157 | ||
32 | 8.042 | ||
40 | 12.566 | ||
b) High Tensile Steel | |||
Dia in mm | Area Sq. Cm. | ||
3 | 0.070 | ||
5 | 0.196 | ||
7 | 0.385 | ||
8 | 0.503 | ||
c) H.T. Cables each containing 12 wires. | |||
Dia of wire in mm | Total area of H.T. Sq.Cm. | ||
3 | 2.352 | ||
5 | 4.620 | ||
8 | 6.036 | ||
d) Structural steel (Sections which are normally required in bridge works) | |||
Type Section | Size in M.M. | ||
Angle | 40 x 40 x 6 | ||
50 x 50 x 6 | |||
75 x 75 x 6 | |||
75 x 75 x 10 | |||
100 x 100 x 6 | |||
100 x 100 x 10 | |||
130 x 130 x 10 | |||
130 x 130 x 12 | |||
Tee | 100 x 100 x 10 | ||
Channel | 75 x 40 x 6 | ||
e) Structural Flats (Sections which are normally required in bridge works) | |||
Thickness of Plate | Weights Kg./M. | ||
1 M.M. | 0.00078 | ||
2 M.M. | 0.00156 | ||
3 M.M. | 0.00235 | ||
6 M.M. | 0.00470 | ||
10 M.M. | 0.00783 | ||
12 M.M. | 0.00940 | ||
20 M.M. | 0.01566 | ||
25 M.M. | 0.01957 | ||
2.Weight of Materials for construction. | |||
S.No. | Material | Unit Metric | Weights |
1. |
Cement | Cum. | 1440 |
2. | Steel | ||
a) Mild Steel | Cu.Cm. | 0.0078 | |
b) Cast Steel | Cu.Cm. | 0.0078 | |
c) H.T. Steel | Cu.Cm. | 0.0078 | |
3. | Stainless Steel | Cu.Cm. | 0.0078 |
4. | Lead | Cu.Cm. | 0.0113 |
5. | Plain Cement Concrete or R.C.C. | Cu.M. | 2306 to 2400 |
6. | Stones | ||
a) Lime | Cum. | 2650 | |
b) Sand | Cum. | 2800 | |
7. | Stone Masonry Rubble | Cum. | 2100 |
8. | Bricks | Cum. | 1600 |
9. | Brick Masonry | Cum. | 1920 |
10. | Timber | Cum. | 650 to 720 |
4. Strength of Concrete | |||
In Metric Unit | |||
Symbol of concerte in M. Unit | Strength kg./cm² | ||
M -15 | 150 | ||
M -20 | 200 | ||
M -25 | 250 | ||
M -30 | 300 | ||
M -35 | 350 | ||
M -40 | 400 | ||
M -45 | 450 | ||
NOTE :1) In the SOR for bridges concrete has been specified by strength as per column (1) in metric units. | |||
5. Quantities of Materials for Finished Items of Works. | |||
S.No. | Items | Materials | Quantities |
a) | Unit per Cubic meter of finished item | ||
1. | Cement Mortar (1:3) | Cement | 0.33 Cum. |
Sand | 1.00 Cum | ||
2. | Cement Mortar (1:4) | Cement | 0.25 Cum. |
Sand | 1.00 Cum. | ||
3. |
cement Mortar (1:6) | Cement | 0.16 Cum. |
Sand | 1.00 Cum | ||
4. | Course Rubble Masonry | Stones | 1.00 Cum. |
Mortar | 0.33 Cum | ||
5. | Cut Stone Masonry | Stones | 1.00 Cum. |
Mortar | 0.16 Cum. | ||
6. | Fine Ashlars Stone Masonry | Stones | 1.00 Cum. |
b) | Unit per Sq.Meter of finished item | ||
7. | Flush pointing to stone work | Mortar | 0.12 Cum |
8. | Tuck Pointing of stone work | Mortar | 0.008 cum |
MAINTENANCE OF BITUMINOUS SURFACING | |||
The type of defects in bituminous surfacing are grouped under four categories: | |||
a) Surface defects which include fatty surfaces, smooth surfaces, streaking and hungry/dry surfaces. | |||
b) Cracks which cover hairline cracks, alligator cracks, longitudinal cracks, edge cracks, shrinkage cracks and reflection cracks. | |||
c) Deformation defects, which comprise of slippage, rutting, corrugation, shoving, shallow depressions and settlements. | |||
d) A disintegration defect, which consists of stripping, loss of aggregates, reveling, pot-holes and edge breaking. | |||
The general causes and remedies for these defects are given as below : | |||
a) Surface Defects | |||
Natural Defect | Cause | Remedy | |
Fatty surfaces |
Excess bitumen, soft grade of bitumen, non-uniform spraying and loss of cover aggregates as in surface dressing, heavy axle loads. | Apply hot dry cover aggregates or sand and roll gently for removal of excess binder; burn it, if necessary or relay area affected. | |
Smooth surfaces | Polishing of aggregates by traffic, excess binder. | Resurface with premix carpet using hard aggregates or with slurry seal | |
rich lines of bitumen in surface dressing) in longitudinal/ transverse direction. Hungry / Dry surfaces. |
Non-uniform application of binder, low temperature of binder, manual spraying, mechanical faults during spraying. Use of insufficient binder, use of absorptive aggregates, loss of aggregates from surface. | Apply new surface dressing with proper care in spraying of bitumen. Apply slurry seal, or for emergency repair apply fog seal. | |
b) Cracks | |||
Hair-line cracks (fine cracks at close intervals). |
Insufficient bitumen, excess filler, compacting when too hot, over compaction. | Apply fog-seal with bitumen, cutback bitumen or bitumen emulsion. | |
Alligator cracks (interconnected cracks forming a series of blocks) | Excessive movement of base or sub-base layer, base saturation, excessive leads over weathered surfacing, inadequate pavement thickness. | Fill crack with bitumen emulsion or cutback bitumen and apply slurry seal or sand-bitumen mix, install drainage. | |
Longitudinal cracks (at the joint between pavement and shoulder or at the joint between two paving lanes). | Contraction or movement of sub-grade beneath shoulder, lane joint crack due to weak joint or differential frost heave along centre-line. | Fill and seal cracks with cutback bitumen or bitumen emulsion, apply sand-bitumen mix, if cracks are wider than 3mm. | |
Edge cracks (parallel to outer edge of pavement 0.3 to 0.5m. inside) | Lack of lateral support from shoulder, poor surface drainage, base saturation shrinkage, frost heave inadequate pavement width. | Rectify drainage system, provide hard and paved shoulders, fill cracks and lay premix carpet with seal -coat, if edge of the pavement has settled, bring it upto the desired grade with plant mix patching material. | |
Reflection cracks (usually in over lays over cement concrete or badly cracked bituminous base). | Due to joints and cracks in the pavement layer underneath. | Fill cracks and seal suitably depending on size of crack. Apply a crack relief layer for prevention of such cracks. | |
c) Deformation defects | |||
Rutting (Longitudinal depressions or grooves in wheel tracks). | Heavy channelized traffic, low stability of mix due to inadequate compaction, weak pavement, high intensity of load stress as from bullock carts, plastic deformation. | Fill ruts with premix carpet and compact. Relay affected portion with bituminous mix of good stability if necessary. | |
Corrugations (Regular undulations causing shallow wavy surface). | Lack of stability in mix, excess binder/fines, soft bitumen, poor aggregate interlock, oscillations set up by vehicles, frequent braking of vehicles, faulty laying of mix. | Scarify and relay the surface, cut high spots and fill low spots. Use heater-planer to rectify defects. | |
Shallow depressions (localised and limited in size) dipping about 25mm or more below desired profile. | Heavier traffic, settlement of lower pavement layers, poor construction method. | Fill with premix carpet and compact to desired grade and profile. | |
Settlement (large localised deformation which may or may not be generally followed by extensive cracks) | Poor compaction of fill, poor drainage in lower layer, inadequate pavement thickness, frost heave or swelling effect of moisture on expansive soil. | Excavate defective fill, reconstruct under controlled conditions to required thickness, provide adequate drainage, strengthen the pavement if required. | |
d) Disintegration defects | |||
Stripping (loss of adhesion between binder and aggregates in presence of water). |
Softer grade bitumen, siliceous type of aggregates, rain, soon after laying of surface. | Use anti-stripping agent in suitable doses in case of siliceous aggregates, use of proper grade of bitumen for coating, and provide adequate surface drainage | |
Loss aggregates (as in surface-dressing) |
Non uniform spraying of binder, delayed spreading of aggregates, traffic soon after laying, insufficient binder, ageing of binder. | Apply liquid seal, fog-seal or slurry-seal. Relay, if necessary with liquid seal with proper quality control. | |
Edge breaking (frayed edges) | Infiltration of water, softening of foundation, worn-out shoulders with insufficient side support, inadequate thickness at edge. | Relay shoulders with good materials and compact provide adequate drainage. | |
CARRIAGEWAY MARKING | |||
A broken line shall be used for centre line on two and three lane road, and for traffic lane lines. These lines are for guidance of the drivers and may be crossed at their discretion. | |||
Longitudinal solid lines are used as guiding of regulating lines and are not meant to be crossed by the driver. | |||
a) Road with restricted visibility | White centre line to be solid. | ||
b) 4 lane undivided road | White centre line to be solid. | ||
c) Edges of road |
Yellow line to be solid 20-30 cm.h wide 15cm. from edge in respect of 2 lane road. Yellow line to be solid 15 cm. wide 15 cm. from edge for multi lane road with central verge. | ||
Carriageway width transition | White centre line solid 10 cm. thick with converging lines solid 10cm. thick for a length of 20 times the offset distance yellow edge line 30 cm. wide. | ||
Stop S |
top line indicates where vehicles should stop when directed by a traffic officer or a traffic controlled device on urban and sub urban roads. 2.0 to 3.0 m. from 20 cm. wide located from pedestrian crossing on rural roads. Solid 30.00 cm. wide. 1.25 to 9.0 m. from nearest carriageway of the intersecting road. | ||
Pedestrian crossing | Width of pedestrian crossing <2.0 m. >4.0 m. White 10 cm. wide lines 20 cm. c/c. |
*****