Video Photography

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
Sieve Designation	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
Sieve Designation	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
IS Sieve Designation	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
Properties	Hot climate	Cold climate	Test Method
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
IS Sieve Designation (mm)	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)
IS Sieve Designation (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
Nominal Aggregate Size mm	Uncoated Aggregates	Coated Aggregates		Aggregates Cu.m/m2
	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
Binder grades	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)
Sieve Size (mm)	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
S.No.IS Sieve		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.

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