e_div-7-materials of asphaltic mixes
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DIVISION 7 MATERIALS OF ASPHALTIC MIXES 225
7.1 Scope 225
7.2 Asphalt Materials 225
7.2.1 Asphalt Cement 225
7.2.1.1 Uses 225
7.2.1.2 Requirements 225
7.2.2 Liquid Asphalt (Asphalt Cutback) 227
7.2.2.1 Uses 227
7.2.2.2 Requirements 227
7.2.3 Emulsified Asphalt 227
7.2.3.1 Uses 227
7.2.3.2 Requirements 227
7.2.4 Modified Asphalt 227
7.2.4.1 Uses 227
7.2.4.2 Requirements 2277.2.5 Asphalt Materials Production 235
7.2.6 Asphalt Materials Acceptance Procedures 235
7.2.6.1 Supplied Container 235
7.2.6.2 Delivery Ticket 235
7.2.6.3 Certificate Of Compliance 236
7.2.6.4 Acceptance Sampling Procedures 236
7.2.7 Measurement 237
7.2.8 Payment 237
7.3 Aggregates 237
7.3.1 General Requirements 237
7.3.2 Coarse Aggregate 2387.3.2.1 Description 238
7.3.2.2 Quality Requirements 238
7.3.2.3 Gradation Requirements 238
7.3.3 Fine Aggregate 238
7.3.3.1 Description 238
7.3.3.2 Quality Requirements 238
7.3.3.3 Gradation Requirements 238
7.3.4 Mineral Filler 238
7.3.4.1 Description 238
7.3.4.2 Quality Requirements 240
7.3.4.3 Gradation Requirements 240
7.3.5 Combined Aggregate In Asphalt Mixes 240
7.3.5.1 Quality Requirements 240
7.3.5.2 Gradation Requirements For Asphalt Mixes 240
7.3.6 Aggregate Stockpiling 241
7.3.7 Aggregate Acceptance 241
7.3.8 Measurements 241
7.3.9 Payment 243
EXIT
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 225
DIVISION 7
MATERIALS OF ASPHALTIC MIXES
7.1 Scope:
This Division comprises of the specifications of asphalt mixes materials, which
include asphalt binders, asphalt modifiers, coarse and fine aggregates, and mineral filler.
It also includes acceptance procedures, measurement method, and payment methods.
7.2 Asphalt Materials:
The asphaltic materials used in asphaltic mixes shall be produced as by-products
of crude petroleum refining or manufactured from their derivatives. They shall include
the following types:
1.
Asphalt Cement: produced from petroleum refineries and/or special factories by
mixing different grades of asphalt or by oxidation or by both methods.2. Cutback Asphalt: produced by diluting the asphalt cement by naphtha, kerosene,
or diesel.
3. Emulsified Asphalt: produced by emulsifying the asphalt cement by special
millers using water and emulsifying agents.
4. Modified Asphalt: produced by treating the asphalt cement by special chemical
modifiers in specialized plants.
All asphalt types shall have homogenous properties and conform to the
following requirements.
7.2.1 Asphalt Cement:
7.2.1.1 Uses:
The asphalt cement is used in hot asphalt concrete mixes and some surface treatments.
7.2.1.2 Requirements:
Unless specified in the Special Specifications, the asphalt cement shall conform
to the requirement of the Standard Saudi Specification Number 1776, which classifies
asphalt based on viscosity; or shall conform to the requirements of AASHTO M-20,
which classifies asphalt based on penetration grades. The asphalt cement shall be of
60/70 or 40/50 penetration grades or any grade specified in the Special Specifications.
The grades of asphalt materials shall conform to the requirements set forth in Table
(7.2.1).
When the Special Specifications specifies the use of asphalt cement graded as
Performance Grade (PG) according to Strategic Highway Research Program (SHRP),
the specification detailed in Division 12, in these General Specifications, shall be
applied.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 226
Table 7.2.1: Quality requirement of penetration grade asphalt binder
Penetration Grade
40-50 60-70 85-100 120-150 200-300PropertyAASHTO
TestMin. Max. Min. Max. Min. Max. Min. Max. Min. Max.
Penetration at 25
Degrees C,100g, 5sec. T-49 40 50 60 70 85 100 120 150 200 300
Penetration Ratio, percent
min.(1)
- 25 25 25 25 25 - - - - -
Viscosity, at 60 oC, Poise,
min.(2)
T-202 6000 - 2600 - - - - - - -
Viscosity at 135 oC,
Kinematic min.T-201 240 - 200 - 170 - - - - -
Flash point, Cleveland
Open,oC, min.
T-48 232 - 232 - 232 - 218 - 177 -
Ductility at 25 o
C, 5cm permin, cm, min
T-51 100 - 100 - 100 - 100 - - -
Solubility in
trichloroethylene, percent,
min.
T-44 99 - 99 - 99 - 99 - 99 -
Thin film oven test, 3.2 mm, 163 degree Celsius, 5 hour
Loss on bearing, percent of
original, max.- - 0.8 - 0.8 - 1 - 1.3 - 1.5
Penetration, of residue,
percent of originalT-49 58 - 54 - 50 - 46 - 40 -
Ductility of residue at 25 oC,5 cm per, cm, min.
T-51 - - 50 - 75 - 100 - 100 -
Solubility in
trichloroethylene, %, min.T-44 99 - 99 - 99 - 99 - 99 -
Spot Test, when and as specified(3)
, with:
Standard naphtha solvent Negative for all grades
Naphtha-xylene solvent Negative for all grades
Heptane-xylene solvent
T-102
Negative for all grades
Note 1: Penetration Ratio = (Penetration at 4 degree Celsius, 200 grams, and 60 seconds) x (100) /(Penetration at 25 degree Celsius, 100 grams, and 5 second).
Note 2: Penetration Viscosity requirement was added to these General Specifications based on local study.Note 3: The use of the spot test is optional. When it is specified, the Engineer shall indicate whether the
standard naphtha solvent, the naphtha-xylene solvent, or the heptane-xylene solvent will be usedin determining compliance with the requirement, and also, in the case of the xylene solvents, the percentage of xylene to be used shall be specified.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 227
7.2.2 Liquid Asphalt (Asphalt Cutback):
7.2.2.1 Uses:
The liquid diluted asphalt is used as prime coat, tack coat, in cold-mix, single
and multiple surface treatments, sand seal, and soil and dust stabilizer.
7.2.2.2 Requirements:
The liquid asphalt shall conform to the requirements of AASHTO M-81 and M-
82. It shall be medium curing (MC) or rapid curing (RC) or as specified in the Special
Specifications for a particular work. They shall conform to the requirements shown in
Tables (7.2.2) (A and B) and Tables (7.2.3) (A and B).
7.2.3 Emulsified Asphalt:
7.2.3.1 Uses:
The emulsified asphalt is used in slurry seal, prime coat, and tack coat, in cold
mixes, single and multiple surface treatments, sand seal, fog seal, and soil and duststabilizer.
7.2.3.2 Requirements:
The emulsified asphalt shall conform to the requirements of AASHTO M-140
for anionic (negative charge) as shown in Tables (7.2.4) to (7.2.6). and AASHTO M-
208 for cationic (positive charge) as shown in Table (7.2.7).
There are two groups of emulsified asphalt: anionic (negative charge) and
cationic (positive charge) and each group is divided into three grades: rapid setting,
medium setting, and slow setting. These grades are further divided into types according
to emulsified asphalt viscosity and hardness of the asphalt cement used in the emulsified
asphalt.
The emulsified asphalt shall be selected based on the charge group according to
the type and condition of the aggregates and soils to be treated or stabilized. The
anionic emulsified asphalt shall be used with basic aggregates such as limestone, where
as the cationic emulsified asphalt shall be used with the acidic aggregate such as basalt
or quartz.
7.2.4 Modified Asphalt:
7.2.4.1 Uses:
The modified asphalt is used when the use of normal asphalt or the asphalt mix
produced by normal binder is not suitable for the performance requirements imposed by
materials properties, environmental conditions, or operating traffic. The asphalt is
mixed with specific materials such anti-stripping agents, rubber, polymers, plastic or
other modifiers during the asphalt mix production.
7.2.4.2 Requirements:
When specified in the Special Specification, only the tested and tried asphalt
modifiers shall be used to modify the asphalt properties without affecting the general
performance. The asphalt modifiers shall posses to following basic requirements:
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 228
Table 7.2.2.A: Quality requirement of medium curing (MC) liquid asphalt
MC-30 MC-70 MC-250 MC-800 MC-3000
PropertyAASHTO
Test Min Max Min Max Min Max Min Max Min Max
Kinematic Viscosity at 60 o
C, cSt(1) T-201 30 60 70 140 250 500 800 1600 3000 6000
Flash Point, Tag, open-cup,oC T-79 38 - 38 - 66 - 66 .. 66 -
Water Percent T-55 - 0.2 - 0.2 - 0.2 - 0.2 - 0.2
Distillation Test: Distillate percentage by volume of total distillate to 360 degree Celsius
To 225 oC T-78 0 25 0 20 0 10 - - - -
To 260 oC T-78 40 70 20 60 15 55 0 35 0 15
To 315oC T-78 75 93 65 90 60 87 45 80 15 75
Residue from distillation to 360o
C volume percentage of sample
by difference, min.
50 - 55 - 67 - 75 - 80 -
Tests on residue from distillation:
Absolute viscosity at 60o C,
Poise,T-202 300 1200 300 1200 300 1200 300 1200 300 1200
Ductility. (2)
5 cm/minute, cm,
min.T-51 100 - 100 - 100 - 100 - 100 -
Solubility in Trichloroethylene,
percent, min.T-44 99.0 - 99.0 - 99.0 - 99.0 - 99.0 -
Spot test with(3):
Standard naphtha Negative for all grades
Naphtha-xylene solvent Negative for all grades
Heptane-xylene solvent
T-102
Negative for all grades
Note 1: As an alternate, Saybolt Furol viscosities may be specified as follows:Grade MC-30 -- Furol viscosity at 25 degree Celsius - 75 to 150 sec.Grade MC-70 -- Furol viscosity at 50 degree Celsius - 60 to 120 sec.
Grade MC-250 -- Furol viscosity at 60 degree Celsius - 125 to 250 sec.Grade MC-800 -- Furol viscosity at 82.2 degree Celsius - 100 to 200 sec.Grade MC-3000 -- Furol viscosity at 82.2 degree Celsius - 300 to 600 sec.
Note 2: If the ductility at 25 degree Celsius is less than 100, the material will be acceptable if its ductility at15.5 degree Celsius is more than 100.
Note 3: The use of the spot test is optional. When it is specified, the Engineer shall indicate whether thestandard naphtha solvent, the naphtha-xylene solvent, or the heptane-xylene solvent will be usedin determining compliance with the requirement, and also, in the case of the xylene solvents, the percentage of xylene to be used shall be specified.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 229
Table 7.2.2.B: Quality requirement of medium curing (MC) liquid asphalt
MC-0 MC-1 MC-2 MC-3 MC-4 MC-5
PropertyAASHTO
Test Min-
Max.
Min-
Max.
Min-
Max.
Min-
Max.
Min-
Max
Min-
Max.Flash Point, Tag, open-cup,
oC,
min.T-79 100 100 150 150 150 150
Furol viscosity at 25o C 75-150
Furol viscosity at 50oC 75-150
Furol viscosity at 60oC 100-200 250-500
Furol viscosity at 82.2o C
T-72
125-250 300-600
Distillation Test: Distillate percentage by volume of total distillate to 360 degree Celsius
To 190 oC 0-25 0-20 0-10 0-5 0 0
To 225 oC 40-70 25-65 15-55 5-40 0-30 0-20
To 315oC
T-78
75-93 70-90 60-87 55-85 40-80 20-75
Residue from distillation to
360o C volume percentage of
sample by difference, min.
50 60 67 73 87 82
Tests on Residue from DistillationPenetration, 25
oC, 100 grams,
5secondsT-49 120-300 120-300 120-300 120-300 120-300 120-300
Ductility(1)
5 cm/min., cm, min. T-51 100 100 100 100 100 100
Solubility in
Trichloroethylene, percent,
min.
T-44 99.50 99.50 99.50 99.50 99.50 99.50
Temperature for Application
by Spraying, in oC-- 25-65 50-80 65-105 80-120 90-135 105-150
General Requirement All shall be free of water
Note 1: If penetration of residue is more than two hundred (200) and its ductility at 25 degrees Celsius isless than one hundred (100), the material will be acceptable if its ductility at 15.6 degrees Celsius
is more than one hundred (100).
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 230
Table 7.2.3.A: Quality requirement of rapid curing (RC) liquid asphalt
RC-70 RC-250 RC-800 RC-3000
PropertyAASHTO
Test Min. Max. Min. Max. Min. Max. Min. Max.
Kinematic Viscosity at 60
oC, cSt
(1) T201 70 140 250 500 800 1600 3000 6000
Flash Point, Tag, open-cup,oC, min.
T-79 - - 27 - 27 - 27 -
Water Percent, max. T-55 - 0.2 - 0.2 - 0.2 - 0.2
Distillation Test: Distillate percentage by volume of total distillate to 360 degree Celsius
To 190 oC 10 - - - -
To 225 oC 50 - 35 - 15 - - -
To 260 oC 70 - 60 - 45 - 25 -
To 315oC
T-78
85 - 80 - 75 - 70 -
Residue from distillation to
360o C volume percentage
of sample by difference
- 55 - 65 - 75 - 85 -
Tests on residue from distillation:Absolute viscosity at 60o C,
Poise,T-202 300 1200 300 1200 300 1200 300 1200
Ductility 5 cm/minute, cm.(2)
T-51 100 - 100 - 100 - 100 -
Solubility in
Trichloroethylene, percent,
min.
T-44 99.0 - 99.0 - 99.0 - 99.0 -
Spot test(3)
with:
Standard naphtha Negative for all grades
Naphtha-xylene solvent Negative for all grades
Heptane-xylene solvent
T-102
Negative for all grades
Note 1 As an alternate, Saybolt Furol viscosities may be specified as follows:Grade RC-70 -- Furol viscosity at 50 degree Celsius - 60 to 120 sec.Grade RC-250 -- Furol viscosity at 60 degree Celsius - 125 to 250 sec.Grade RC-800 -- Furol viscosity at 82.2 degree Celsius - 100 to 200 sec.Grade RC-3000 -- Furol viscosity at 82.2 degree Celsius - 300 to 600 sec.
Note 2: If the ductility at 25 degree Celsius is less than 100, the material will be acceptable if its ductility at
15.5 degree Celsius is more than 100.Note 3: The use of the spot test is optional. When it is specified, the Engineer shall indicate whether the
standard naphtha solvent, the naphtha-xylene solvent, or the heptane-xylene solvent will be usedin determining compliance with the requirement, and also, in the case of the xylene solvents, the percentage of xylene to be used shall be specified.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 231
Table 7.2.3.B: Quality requirement of rapid curing (RC) liquid asphalt
RC-0 RC-1 RC-2 RC-3 RC-4 RC-5
PropertyAASHTO
Test Min-
Max.
Min-
Max.
Min-
Max.
Min-
Max.
Min-
Max
Min-
Max.
Flash Point, Tag, open-cup,
o
C,min. T-79 - - 80 80 80 80
Furol viscosity at 25o C 75-150 - - - - -
Furol viscosity at 50oC - 75-150 - - - -
Furol viscosity at 60o C - - 100-200 250-500
Furol viscosity at 82.2o C
T-72
- - - - 125-250 300-600
Distillation Test: Distillate percentage by volume of total distillate to 360 degree Celsius, min.
To 190 oC 15 10 - - - -
To 225 oC 55 50 40 25 8 -
To 315oC
T-78
75 70 65 55 40 25
Residue from distillation to 360oC volume percentage of sample
by difference, Min.
50 60 67 73 87 82
Tests on Residue from Distillation
Penetration, 25o
C, 100 grams,5seconds
T-49 80-120 80-120 80-120 80-120 80-120 80-120
Ductility(1)
5 cm/minute, cm, min. T-51 100 100 100 100 100 100
Solubility in Trichloroethylene,
percent, min.T-44 99.50 99.50 99.50 99.50 99.50 99.50
Temperature for Application by
Spraying, in degrees C-- 25-50 50-80 65-95 80-105 95-120 105-135
General Requirement All shall be free of water
Note 1: If penetration of residue is more than two hundred (200) and its ductility at 25 degree Celsius is
less than one hundred (100), the material will be acceptable if its ductility at 15.6 degree Celsius ismore than one hundred (100).
Table 7.2.4: Quality requirements of anionic rapid setting (RS) emulsified asphalt
RS-1 RS-2Property
AASHTO
Test Min. Max. Min. Max.
Viscosity, Saybolt Furol, 25o C, second T-72 20 100 - -
Viscosity, Saybolt Furol, 50o C, second T-72 - - 75 400
Storage stability test, 24-h, % T-59 - 1 1
Demulsibility(1)
, 35 ml, 0.02 N CaCl2, %,
min.T-59 60 - 60 -
Sieve test, %, max T-59 - 0.1 - 0.1
Residue by distillation, %, min. T-59 55 - 63 -
Tests on residue from distillation test:
Penetration, 25 o C, 100 g, 5s T-49 100 200 100 200
Ductility, 25 o C, 5 cm/min, cm, min. T-51 40 - 40 -
Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 -
Typical Applications (2)
surface treatment,
penetration macadam,sand seal coat, tack coat,
mulch
surface treatment,
penetration macadam,coarse aggregate seal
coat (single and multiple)
1. The demulsibility test shall be made within 30 days from date of shipment.
2. These typical applications are for use only as a guide for selecting and using the emulsion for pavement construction and maintenance.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 232
Table 7.2.5: Quality requirements of anionic medium setting (MS) emulsified asphalt
MS-1 MS-2 MS-2h HFMS-1Property
AASHTO
Test Min Max Min Max Min Max Min Max
Viscosity, Saybolt Furol, 25 oC, seconds T-72 20 100 100 - 100 - 20 100
Storage stability test, 24-h, % T-59 - 1 - 1 - 1 - 1
Coating ability and water resistance:- Coating, dry aggregate Good Good Good Good Good Good Good Good
- Coating, after spraying Fair Fair Fair Fair Fair Fair Fair Fair
- Coating, wet aggregate Fair Fair Fair Fair Fair Fair Fair Fair
- Coating, after spraying
T-59
Fair Fair Fair Fair Fair Fair Fair Fair
Sieve test, % T-59 - 0.1 - 0.1 - 0.1 - 0.1
Residue by distillation, % T-59 55 - 65 - 65 - 65 -
Test on residue from distillation text:
Penetration, 25 oC, 100 g, 5second T-49 100 200 200 100 200 40 90 100
Ductility, 25 oC, 5 cm/min, cm, min. T-51 40 - 40 - 40 - 40 -
Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 - 97.5 - 97.5 -
Float test, 60 oC s - - - - - - - 1200 -
Typical Applications (1)
cold plant mix,road mix, sand
seal coat, cracktreatment,tack coat
cold plant mix,
coarse aggregateseal coat (single
and multiple),crack treatment,road mix, tack
coat, sand seal coat
cold plant mix,
hot mix, coarseaggregate seal
coat (single andmultiple cracktreatment, road
mix track coat
cold plant mix,road mix, sand
seal coat, cracktreatment, tack
coat
1. These typical applications are for use only as a guide for selecting and using the emulsion for pavement construction and maintenance.
Table 7.2.5 (cont.): Quality requirements of anionic medium setting (MS) emulsified asphalt
HFMS-2 HFMS-2h HFMS-2sProperty
AASHTOTest Min Max Min Max Min Max
Viscosity, Saybolt Furol, 25 o
C, seconds T-72 100 - 100 - 50 -
Storage stability test, 24-h, %, max. T-59 - 1 - 1 - 1
Coating ability and water resistance:
- Coating, dry aggregate Good Good Good
- Coating, after spraying Fair Fair Fair
- Coating, wet aggregate Fair Fair Fair
- Coating, after spraying
T-59
Fair Fair Fair
Sieve test, %, max. T-59 - 0.1 - 0.1 - 0.1
Residue by distillation, %, min. T-59 65 - 65 - 65 -
Test on residue from distillation text:
Penetration, 25 oC, 100 g, 5second T-49 200 100 200 40 90 200
Ductility, 25 oC, 5 cm/min, cm, min. T-51 40 - 40 - 40 -
Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 - 97.5 -
Float test, 60 oC s 1200 - 1200 - 1200 -
Typical Applications (1)
cold plant mix, coarse
aggregate seal coat(single and multiple),
crack treatment roadmix, tack coat, and seal
cold plant mix, hot plant
mix, coarse aggregateseal coat (single and
multiple), cracktreatment road mix, tack
coat
dense-graded cold
plant mix androad mix
stockpile mix,crack treatment,
patching mix
1. These typical applications are for use only as a guide for selecting and using the emulsion for pavement construction and maintenance.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 233
Table 7.2.6: Quality requirements of anionic slow setting (SS) emulsified asphalt
SS1 SS-1h(1)
Test
AASHTO
Test Min. Max. Min. Max.
Viscosity, Saybolt Furol, 25 oC, seconds T-72 20 - 20 100
Storage stability test, 24-h, %, max. T-59 - 100 - 1
Cement mixing test, %, max. T-59 - 2 - 2
Sieve test, %, max T-59 - 0.1 - 0.1
Residue by distillation, %, min. T-59 57 - 57 -
Tests on residue from distillation test T-59
Penetration, 25 o C, 100 g, 5seconds. T-49 100 200 40 90
Ductility, 25 o C, 5 cm/min, cm, min. T-51 40 - 40 -
Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 -
Typical Applications(2)
cold plant mix, road mix, slurry seal coat, tack
coat, fog seal, dust layer, mulch
1. Quick setting emulsified asphalt (CQS-1H) requirements are same as slow setting (SS-1h)emulsified asphalt except for storage stability and cement mixing tests, which are not required.
2. These typical applications are for use only as a guide for selecting and using the emulsion for
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 234
Table 7.2.7: Quality requirements of cationic emulsified asphalt
Rapid Setting Medium Setting Slow Setting
CRS-1 CRS-2 CMS-2 CMS-2h CSS-1 CSS-1h(1)
Test
Min Max Min Max Min Max Min Max Min Max Min MaxViscosity, Saybolt Furol, 25
oC,
seconds- - - - - - - - 20 100 20 100
Viscosity, Saybolt Furol, 50 oC, s 20 100 100 400 50 450 50 450 - - - -
Storage stability test, 24-h, %, max. - 1 - 1 - 1 - 1 - 1 - 1
Demulsibility (2), 35ml, 0.8%
sodium diocytl suffosucinate, %,
min.
40 - 40 - - - - - - - - -
Classification test Passes Passes - - - - - - - -
Coating ability and water resistance:
- Coating, dry aggregate - - - - Good Good - - - -
- Coating, after spraying - - - - Fair Fair - - - -
- Coating, wet aggregate - - - - Fair Fair - - - -- Coating, after spraying - - - - Fair Fair - - - -
Particle charge test Positive Positive Positive Positive Positive Positive
Sieve test, %, max. - 0.1 - 0.1 - 0.1 - 0.1 - 0.1 - 0.1
Cement mixing test, % Distillation: - - - - - - - - - 2 - 2
Oil distillate, by volume of
emulsion, %, max.- 3 3 12 12 - - - -
Residue, %, min. 60 - 65 - 65 - 65 - 57 - 57 -
Test on residue from distillation text:
Penetration, 25 oC, 100 g, 5s 100 250 100 250 100 250 40 90 100 250 40 90
Ductility, 25oC, 5 cm/min, cm, min. 40 - 40 - 40 - 40 - 40 - 40 -
Solubility in Trichloroethylene, %,
min. 97.5 - 97.5 - 97.5 - 97.5 - 97.5 - 97.5 -
Typical Applications (3)
surfacetreatment,
penetrationmacadam,
sand sealcoat, tack
mulch
surface
treatment, penetration
macadam,coarse
aggregateseal coat
(single andmultiple)
cold plantmix, coarse
aggregateseal coat
(single and
multiple),crack
treatment,road mix,
track coat,sand seal
coat
cold plantmix, hot
plant mix,coarse
aggregate
seal coat(single and
multiple),crack
treatment,road mix,
tack coat
cold plant mix, road mix,slurry seal coat, tack coat,fog seal, dust layer, mulch
1.
Quick setting emulsified asphalt (CQS-1H) requirements are same as slow setting (CSS-1h)
emulsified asphalt except for cement mixing test, which is not required.2. The demulsibility test shall be made within 30 days from date of shipment.3. These typical applications are for use only as a guide for selecting and using the emulsion for
pavement construction and maintenance.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 235
1. Easy to mix with the base asphalt materials.
2. Short mixing time.
3. Economically feasible.
4.
Compatible with the asphalt materials.
5. Stable under the production and construction conditions.
Asphalt modifiers shall produce modified asphalt that conforms to the required
purpose for modification according to AASHTO guide for the laboratory evaluation of
modified asphalt (AASHTO PP-5) and the AASHTO guide for grading and verifying
the performance grade of an asphalt binder (AASHTO PP-6).
The manufacture’s instructions shall be followed when using the asphalt in
terms of mixing temperature, mixing time, suitable base asphalt type, suitable
aggregate, etc.
In all cases, modified asphalt shall be checked that they don’t negatively affect the
standard quality requirements of the asphalt binder by performing standard tests such as
aging, mass loss, flash point, spot test, ductility, and viscosity.
When using the liquid or solid anti-stripping agents, the final mix shall be
checked by coating and stripping test (AASHTO T-182) for loose mix or Marshall
Stability loss for asphalt concrete compacted mix.
7.2.5 Asphalt Materials Production:
All asphaltic materials and modifiers shall be produced by locally approved
factories or by foreign manufactures. These factories shall have quality control
programs accredited by the foreign authorities at the place of origin. Technical
properties, user guide, and standard tests shall be accompanied with the product
certificate of asphalt materials.
Asphalt materials shall not be heated during the process of its manufacture or
during construction so as to cause damage to the materials as evidenced by the
formation of carbonized particles
7.2.6 Asphalt Materials Acceptance Procedures:
All asphalt materials shall be accepted according to “Product Certificate” and
the Engineer shall check the product by proper tests in these General Specifications
subject to the following:
7.2.6.1 Supplied Container:
Before loading, the manufacturer shall examine the supplied container and
remove all leftover materials of previous supplies that may contaminate the material to
be loaded or change its properties.
7.2.6.2 Delivery Ticket:
The manufacturer shall furnish with each shipment two (2) copies of the
delivery ticket containing the following:
• Consignees
•
Project number• Grade
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 236
• Net liters
• Net weight
• Type and amount of anti-stripping agent or other modifiers (if any)
• Identification number (truck, tank, etc.)
• Destination
•
Date
• Loading temperature
• Specific gravity at 15.6 degrees centigrade.
7.2.6.3 Certificate of Compliance:
The manufacturer shall deliver a signed Certificate of Compliance to cover the
quality and quantity of material and the condition of container for each supply. Test
results shall be provided either with the supply or within one week after supply.
Asphalt materials may be used, with Engineer’s approval, prior to sampling and
testing when a Certificate of Compliance is furnished by the manufacturer stating thatthe asphalt material, at the time of loading, conformed to all specified requirements and
that the supplied container was clean and contained no contaminating residue.
This Certificate of Compliance shall reference the lot and identify the test
numbers representing the lot. If the test results showed non-compliance, the work shall
be rejected or accepted at reduced payment, if the results are technically accepted,
according to Division 17 of this General Specification.
Asphalt materials furnished without a Certificate of Compliance should not used.
7.2.6.4 Acceptance Sampling Procedures:
The Contractor shall obtain acceptance samples of asphalt materials according toAASHTO T-40 at the applicable point of acceptance as follows:
1. Asphalt material used in direct application on the road: Samples shall be taken
from each shipping container at the time of discharge into distributors or other
conveyances on the project.
2. Asphalt material initially discharged into storage tanks on the project: Samples
shall be taken from the line between the storage tank and the distributor or the
mixing plant after each delivery. Samples shall be taken after a sufficient period
of circulation has taken place to ensure samples are representative of the
material in the storage tank.
3. The manufacturer of asphalt materials shall test all materials produced and the
test results retained for reference. The Contractor, under the supervision of theEngineer, shall sample each shipment of asphalt material delivered to an asphalt
concrete mixing plant, asphalt treatment production project, or other project
requiring the incorporation of asphalt materials. The samples shall be numbered
consecutively and identified by project, type and grade of asphalt material, date
of delivery, and use. All samples shall be tested for conformance with the
General and Special Specifications.
4. Work in which asphalt materials failed to conform to the specifications shall be
rejected. Rejected asphalt materials shall be immediately removed from the
work, including all portions of the work in which said rejected asphalt materials
were placed, and the Contractor shall replace rejected materials with
specification materials at his own expense. The Ministry has the right to accept
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 237
the executed works at a reduced payment according to Division 17 of this
General Specification, if those works are acceptable.
7.2.7 Measurement:
Unless specified in the Special Specifications and listed in the Bill of Quantities
asphalt materials shall be considered subsidiary and no measurements shall be made.Otherwise, asphalt materials should be measured by liters, kilograms.
7.2.8 Payment:
When specified in the Special Specifications and listed in the Bill of Quantities,
payment will be made at the contract unit price per each item listed in the Bill of
Quantities.
Such prices and payments shall cover and be full compensation for equipment,
labor, tools and incidentals necessary for furnishing asphalt materials.
7.3 Aggregates:Aggregate is a mix of granular particles with different sizes and shapes produced
by mechanical crushing of natural or industrial stones.
The aggregates are the main component of composes the skeleton of the asphalt
mixes with about ninety-five (95) percent by weight or eighty-five (85) percent by
volumes of the total mix. The type, shape, microtexture, and chemical properties of
aggregate particles determine the durability and the adhesion level of asphalt binder,
and thus the strength of asphaltic concrete mixes. Aggregate is divided into three types:
coarse, fine, and mineral filler.
7.3.1 General Requirements:
Aggregate shall conform to the following general requirements:
1. All aggregate shall be hard durable particles and free from decomposed
materials, organic materials, and other deleterious substances. The aggregate
shall not contain more than one (1.0) percent by weight of particles having a
specific gravity below 1.95 (in natural aggregate).
2. When the Special Specifications indicate using crushed aggregate, the soil and
gravel particles with size less than the maximum size shall be separated and
stored away from the crushed aggregates with proper marking. The crushed and
uncrushed aggregate shall not be mixed together.
3.
Crushing plant shall conform to the environmental requirements stated inSection 4.5 in these General Specifications and other requirements of local
environmental authorities.
4. Crushing plants shall be capable to produce cubical or semi-cubical aggregate
particles with adequate quantities of crushed sand and mineral. The crushed
aggregate produced shall be free from flat and elongated particles.
5. The aggregate shall be stockpiled and stored in separate sizes. It is desired to
have the maximum size in each layer of the stockpile twice the second layer in
that stockpile, with the maximum size not less than fine (5) millimeters.
6. The aggregate shall be washed to remove any deleterious substances or dust that
may reduce the adhesion of asphalt binder to aggregates particles or may spoil
the asphalt mix.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 238
7. Whenever possible, aggregate susceptible to polishing shall not be used in
asphalt surface course to provide adequate skid resistance according to ASTM
D-3319.
8.
Carbonate aggregate with percentage of insoluble residue of less that twenty five
(25) percent should not be used in asphaltic concrete mixes when tested
according to ASTM D-3042.9. Aggregate shall be dry when used in road-mixing method with cutback asphalt,
while the aggregate shall be wetted when mixing with emulsified asphalt.
7.3.2 Coarse Aggregate:
7.3.2.1 Description:
Coarse aggregate is the solid stones that have size greater than 4.75 millimeter
(retained on sieve No. 4). It shall be, unless Special Specifications indicate, crushed
stone, crushed slag, crushed gravel, or natural aggregate and shall conform to the
general requirements stated previous Item 7.3.1.
7.3.2.2 Quality Requirements:
Coarse aggregate shall conform to AASHTO M-283 unless contradict with the
limit shown in Table (7.3.1) or the Contract Documents.
7.3.2.3 Gradation Requirements:
Unless contradicting with the total gradation of the asphaltic mix, coarse
aggregate shall conform to one of the gradations specified in AASHTO M-43, which
match with the maximum nominal aggregate size of asphalt mixes.
7.3.3 Fine Aggregate:
7.3.3.1 Description:
Fine aggregate is material passing the 4.75-millimeter (No. 4) sieve and shall be
produced from crushed stone, crushed slag, crushed gravel, or manufactured sand.
When the Special Specifications allow, the crushed aggregate shall not be less than
seventy-five (75) percent. Natural sand may not be used without the prior written
approval of the Engineer. Crushing shall be in accordance with the general requirements
stated previous Item 7.3.1.
7.3.3.2 Quality Requirements
Fine aggregate shall conform to AASHTO M-29 unless contradicts with thelimit shown in Table (7.3.1) or the Contract Documents.
7.3.3.3 Gradation Requirements
Unless contradicts with the combined gradation of the asphaltic mix, fine
aggregate shall conform to one of the gradations specified in AASHTO M-29.
7.3.4 Mineral Filler:
7.3.4.1 Description:
Mineral filler is that portion of the fine aggregate that has size less than 600
micrometer (passing sieve No. 30). When the Special Specification state, the workconditions require, or the mineral filler used is not suitable, crushed stone powder or
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 239
Table 7.3.1: Aggregate quality requirements for asphaltic mixes
Limits
Test Test used Type
(1)
Type
(2)
Type
(3)
Type
(4)
Type
(5)
Type
(6)
Type
(7)
Type
(8)
Type
(9)
Type
(10)
Loss Angeles abrasion,percent, max.
AASHTOT-96
40 40 40 40 40 - 35 30 30 30
Sand equivalent,
particles passing sieve
No. 4, %, min.
AASHTO
T-17645 45 45 - 40 45 45 - - 60
Density (for coarse
steel slag aggregate),
min.
AASHTOT-19
1120 1040 960 - - - - - - -
Flat and elongated
particles, Ration of
max. dimension to themin. is 5: 1, %, max.
ASTMD-4791
10 10 10 - - - - - - 5
Plasticity index for
aggregate passing sieveNo. 40, min.
AASHTOT-90
4 4 4 - - - - - - NP
Soundness %, max.,
-- Sodium Sulfate:10 10 10 10 10 15 10 10 15
-- Magnesium Sulfate:
AASHTOT-104
12 12 12 - - - - - - 20
Percent fracture (two
faces), for aggregate
passing sieve No. 8,
min.
ASTMD-5821
90 65 25 75 75 - - 90 75 90
Clay content, %, max.AASHTO
T-1120.25 0.25 0.25 - - - - - - -
Coating and stripping,%, min. AASHTOT-182 95 95 95 - - - - - 95 -
Polishing resistance,
%, min.
ASTM
D-3319- - - - - - - - 35 40
Absorption, %, max.AASHTO
T-85- - - - - - - - - 2
Angularity, %, min.AASHTO
T-33- - - - - - - - - 45
Durability, %, min.AASHTO
T-210- - - - - - - - 35 40
Aggregate uses indexType. Use Type. Use
1Asphaltic concrete base/wearing
courses (Type A)6
Emulsified asphalt treated base
(Sand-Graded)
2Asphaltic concrete base/wearing
courses (Type B)7 Slurry seal
3Asphaltic concrete base/wearing
courses (Type C)8 Surface treatments
4Emulsified asphalt treated base
(Open-Graded)9 Asphaltic friction course
5Emulsified asphalt treated base
(Dense-Graded)10 Stone mastic asphalt (SMA)
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 240
dust, steel slag powder or dust, Portland cement, lime, or any mineral powder shall be
used as mineral filler provided it conform to the quality requirements.
7.3.4.2 Quality Requirements:
Mineral filler shall conform to AASHTO M-17. The plastic limit, except for
lime and cement, shall not be more than 4%.
The mineral filler shall be stored in a special tank linked to the mixing plant.
When furnished as supplemental fine aggregate, mineral filler, at the time of use, shall
be dry, free flowing, and without lumps or agglomerations.
Mineral fillers either Portland cement, blended hydraulic cement, or lime, shall conform
to the requirements shown in Table (7.3.2).
Table 7.3.2: Mineral filler requirements
Material Requirement
Portland Cement, Type I or II AASHTO M-85
Blended Hydraulic Cement, Type IP AASHTO M-240Lime, Type N or S ASTM C-207
7.3.4.3 Gradation Requirements:
Mineral filler, when tested separately, shall provide uniform gradation conforms
to AASHTO M-17 shown in Table (7.3.3).
Table 7.3.3: Mineral filler gradation requirements
Sieve Size Percent passing
0.600 mm (No. 30) 100
0.300 mm (No. 50) 95 - 1000.075 mm (No. 200) 70 - 100
7.3.5 Combined Aggregate in Asphalt Mixes:
7.3.5.1 Quality Requirements:
Combined aggregate shall conform to the quality requirements of each separate
type of aggregate. These requirements include percent fracture, abrasion resistance,
soundness, plasticity index, flat and elongated particles, coating and stripping, adherent
materials, and others as shown in Table (7.3.1).
7.3.5.2 Gradation Requirements for Asphalt Mixes:Asphalt mix proportioning shall be made based on the average test results of
adequate number of representative samples taken from cold bins of coarse and fine
aggregate as well as mineral filler. When using mixing plants with hot bins, adequate
number of samples shall also be taken from each bin for proportioning.
Sampling shall be repeated whenever source or sources of the aggregate is
changed or production method or mix gradation. Sampling should be done according to
AASHTO T-2 provided the number of samples shall not be less than ten (10).
Tables (7.3.4) to (7.3.9) show the aggregate gradations used in different types of
asphalt mixes. The maximum aggregate size is preferred provided it is not exceedingone-half (1/2) the pavement thickness, except for surface treatments.
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 241
7.3.6 Aggregate Stockpiling:
The site for constructing stockpiles shall be approved by the Ministry and
located in a manner that the stockpiled materials will not be contaminated with other
aggregates or altered by dust, dune sand, or other natural or processed material.
Following requirement shall be observed when stockpiling aggregates:
1.
Before placing aggregates on the stockpile site, the site shall be cleared fromvegetation, rocks, and debris; the ground leveled to a smooth, firm, and uniform
surface, and allows adequate drainage.
2.
The stockpiles shall be not more than eight (8) meters in height
3. Stockpiles in excess of two hundred (200) cubic meters shall be built up in layers
not more than one and one-half (1.5) meters in depth using approved methods and
equipment. Pushing aggregate into a stockpile using dozers shall not be permitted.
Each layer shall be completed over the entire area of the pile before depositing
aggregate in the succeeding layer. Any method of placing aggregate in a
stockpile, which results in segregation, breaks, degrades, or otherwise damages
the aggregate will not be permitted.
4.
Stockpiles of different kinds or sizes of aggregate shall be separated by space orsuitable walls or partitions to prevent mixing. Aggregate shall not be stockpiled
where vehicles will run over or through the piles and cause foreign material to
become mixed with the stockpiled aggregate. Each aggregate type and size shall
be marked by unique number.
5. Aggregate shall be removed from the stockpiles using equipment and methods
approved by the Engineer and in a manner that prevents segregation of particle
sizes or adulteration with underlying or adjacent soil or foreign material.
6. The environmental requirements, stated in Division 4 in these General
Specifications, shall be observed while stockpiling aggregates.
7.3.7 Aggregate Acceptance:Aggregate in different asphalt mixes are accepted using the procedures outlined
in the respective sections in these General Specifications.
7.3.8 Measurements:
Unless specified in the Special Specifications and listed in the Bill of Quantities
aggregate shall be considered subsidiary and no measurements shall be made.
Otherwise, aggregate shall be measured by cubic meter.
Table 7.3.4: Aggregate gradation requirements for asphaltic concrete mixes
Percent passingSieve size
Asphaltic concrete base course Asphaltic concrete wearing course
Sieve sizeGradation
(A)
Gradation
(B)
Gradation
(C)
Gradation
(A)
Gradation
(B)
Gradation
(C)
37.5 mm (1.5 in) 100 - - - - -
25 mm (1 in) 75-90 100 100 - - -
19 mm (4/3 in) 65-80 75-90 90-100 100 100 -
12.5 mm (2/1 in) 55-70 65-80 78-93 75-90 90-100 100
9.5 mm (8/3 in) 45-60 55-65 57-72 64-79 78-83 90-100
4.75 mm (No 4) 31-46 35-60 43-58 41-56 46-60 54-68
2 mm (No 10) 18-33 20-35 28-43 23-37 30-42 32-46
0.425 mm (No 40) 5-18 7-20 13-28 7-20 14-25 14-25
0.180 mm (No 80) 3-13 5-25 - 5-13 8-16 8-16
0.075 mm (No 200) 2-9 3-7 3-7 3-8 3-7 3-7
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 242
Table 7.3.5: Aggregate gradation requirements for emulsified asphalt treated base
Percent passingSieve size
Open-Graded Dense-Graded Sand-Graded
37.5 mm (1.5 in) 100 100 -
25 mm (1 in) 95-100 90-100 -
12.5 mm (2/1 in) 25-60 60-80 100
4.75 mm (No 4) 0-10 25-60 75-100
2.36 mm (No 8) 0-5 15-45 -
0.300 mm (No 50) - 5-18 5-30
0.075 mm (No 200) 0-2 1-7 5-12
Table 7.3.6: Aggregate gradation requirements for slurry seal mixes
Percent passingSieve size
Gradation (1) Gradation (2) Gradation (3)
9.5 mm (8/3 in) - 100 100
4.75 mm (No 4) 100 90-100 70-90
2.36 mm (No 8) 90-100 65-90 45-70
1.18 mm (No 16) 65-90 45-70 28-50
0.600 mm (No 30) 40-65 30-50 19-34
0.300 mm (No 50) 25-42 18-30 12-25
0.150 mm (No 100) 15-30 10-30 7-18
0.075 mm (No 200) 10-20 5-15 5-15
Table 7.3.7: Aggregate gradation requirements for surface treatment mixes
Percent passing
Sieve size Gradation
(1)
Gradation
(2)
Gradation
(3)
Gradation
(4)
Gradation
(5)
Gradation
(6)
25 mm (1 in) 100 100 - - - -
19 mm (4/3 in) 55-85 90-100 100 100 - -
12.5 mm (2/1 in) 0-15 - 90-100 90-100 100 -
9.5 mm (8/3 in) - 20-55 30-60 - 85-100 100
4.75 mm (No 4) 0-2 0-10 0-10 10-30 10-30 85-100
2.36 mm (No 8) 0-3 0-3 - 0-10 0-40 -
2 mm (No 10) 0-3 0-5 0-10 - - -
0.300 mm (No 50) - - - 0-5 - -
Table 7.3.8: Aggregate gradation requirements for friction course mix
Sieve size Percent passing
12.5 mm (2/1 in) 100
9.5 mm (3/8 in) 95-100
4.75 mm (No 4) 30-50
2.36 mm (No 8)5-15
0.075 mm (No 200) 0-5
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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes
Table 7.3.9: Aggregate gradation requirements for stone mastic asphalt (SMA) mixes
Percent passingSieve size
Gradation (1) Gradation (2)
19 mm (4/3 in) - 100
16 mm (5/8 in) 100 -
12.5 mm (2/1 in) 90-99 82-88
9.5 mm (3/8 in) 70-85 75 max
4.75 mm (No 4) 30-50 22-30
2.36 mm (No 8) 20-30 14-20
0.075 mm (No 200) 8-11 9-11
7.3.9 Payment:
When specified in the Special Specifications and listed in the Bill of Quantities, payment will be made at the contract unit price per each item listed in the Bill of
Quantities.
Such prices and payments shall cover and be full compensation for equipment,
labor, tools and incidentals necessary for furnishing aggregate. Payment will be made
according to Table (7.3.10).
Table 7.3.10: Materials of asphaltic mixes pay items
No. Pay Item Pay units
7.2.1 Asphalt cement grade ________ (if measured separately) Kilogram
7.2.2 Liquid asphalt grade ________ (if measured separately) Kilogram
7.2.3 Emulsified asphalt grade ________ (if measured separately) Kilogram
7.2.4Chemical admixtures and asphalt modifiers (if measured
separately)Kilogram
7.3.1 Aggregate gradation____________ (if measured separately) Cubic meter
7.3.2 Mineral fillers (if measured separately) Kilogram
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