VOLUME IISTANDARD SPECIFICATIONS FOR HIGHWAYS, BRIDGES AND
AIRPORTSTABLE OF CONTENTSPAGE
PART A- FACILITIES FOR THE ENGINEER ---------------------------
1
PART B- OTHER GENERAL REQUIREMENTS ---------------------------
5
PART C- EARTHWORK --------------------------- 6
Item 100- Clearing and Grubbing --------------- 6Item 101-
Removal of Structures and Obstructions --------------- 9Item 102-
Excavation --------------- 12Item 103- Structure Excavation
--------------- 18Item 104- Embankment --------------- 24Item 105-
Subgrade Preparation --------------- 31Item 106- Compaction
Equipment and DensityControl Strips--------------- 34Item 107-
Overhaul --------------- 36
PART D- SUBBASE AND BASE COURSE ---------------------------
38
Item 200- Aggregate Subbase Course --------------- 38Item 201-
Aggregate Base Course --------------- 41Item 202- Crushed Aggregate
Base Course --------------- 44Item 203- Lime Stabilized Road Mix
Base Course --------------- 46Item 204- Portland Cement Stabilized
Road MixBase Course--------------- 51Item 205- Asphalt Stabilized
Road Mix BaseCourse--------------- 53Item 206- Portland Cement
Treated Plant MixBase Course--------------- 54Item 207- Aggregate
Stockpile --------------- 57
PART E- SURFACE COURSES --------------------------- 59
Item 300- Aggregate Surface Course --------------- 59Item 301-
Bituminous Prime Coat --------------- 61Item 302- Bituminous Tack
Coat --------------- 63Item 303- Bituminous Seal Coat
--------------- 65Item 304- Bituminous Surface Treatment
--------------- 68Item 305- Bituminous Penetration
MacadamPavement--------------- 73Item 306- Bituminous Road Mix
Surface Course --------------- 78Item 307- Bituminous Plant-Mix
Surface Course-GeneralItem 308- Cold Asphalt Plant-Mix
--------------- 95Item 309- Bituminous Plant-Mix
(StockpileMaintenance Mixture)--------------- 100Item 310-
Bituminous Concrete Surface Course,Hot Laid--------------- 102Item
311- Portland Cement Concrete Pavement --------------- 104
PART F- BRIDGE CONSTRUCTION --------------------------- 134
Item 400- Piling --------------- 134Item 401- Railings
--------------- 160Item 402- Timber Structures ---------------
164Item 403- Metal Structures --------------- 169Item 404-
Reinforcing Steel --------------- 207Item 405- Structural Concrete
--------------- 210Item 406- Prestressed Concrete Structures
--------------- 220Item 407- Concrete Structures ---------------
230Item 408- Steel Bridges --------------- 250Item 409- Welded
Structural Steel --------------- 255Item 410- Treated and Untreated
Timber --------------- 267Item 411- Paint --------------- 269Item
412- Elastomeric Bearing Pads --------------- 276Item 413- Pre
Molded Joint Filler for ConcretePaving and Structural
Construction--------------- 281
PARTG-DRAINAGE AND SLOPEPROTECTION
STRUCTURES--------------------------- 282
Item 500- Pipe Culverts and Storm Drains --------------- 282Item
501- Underdrains --------------- 288Item 502- Manholes, Inlets and
Catch Basins --------------- 291Item 503- Drainage Steel Grating
with Frame --------------- 294Item 504- Cleaning and Reconditioning
ExistingDrainage Structures--------------- 298Item 505- Riprap and
Grouted Riprap --------------- 300Item 506- Stone Masonry
--------------- 304Item 507- Rubble Concrete ---------------
308Item 508- Hand-Laid Rock Embankment --------------- 310Item 509-
Sheet Piles --------------- 312Item 510- Concrete Slope Protection
--------------- 313Item 511- Gabions and Mattresses ---------------
315
PART H- MISCELLANEOUS STRUCTURES ---------------------------
322Item 600- Curb and/or Gutter --------------- 322Item 601-
Sidewalk --------------- 326Item 602- Monuments, Markers and Guide
Posts --------------- 329 Item 603- Guardrail ---------------
330Item 604- Fencing --------------- 334Item 605- Road Sign
--------------- 336Item 606- Pavement Markings ---------------
340Item 607- Reflective Pavement Studs --------------- 344Item 608-
Topsoil --------------- 347Item 609- Sprigging ---------------
348Item 610- Sodding --------------- 352Item 611- Tree Planting
--------------- 355Item 612- Reflective Thermoplastic
StrippingMaterial (Solid Form)--------------- 362
PART I- MATERIALS DETAILS --------------------------- 367Item
700- Hydraulic Cement --------------- 367Item 701- Construction
Lime (Hydrated) --------------- 367Item 702- Bituminous Materials
--------------- 370Item 703- Aggregates --------------- 376Item
703A- Mineral Filler --------------- 385Item 704- Masonry Units
--------------- 387Item 705- Joint Materials ---------------
387Item 706- Concrete Clay, Plastic and Fiber Pipe ---------------
392Item 707- Metal Pipe --------------- 394Item 708- Chemical
Admixtures For Concrete --------------- 397Item 709- Paints
--------------- 401Item 710- Reinforcing Steel and Wire
Rope--------------- 404Item 711- Fence and Guardrail
--------------- 406Item 712- Structural Metal ---------------
408Item 713- Treated and Untreated Timber --------------- 415Item
714- Water --------------- 416Item 715- Geotextiles ---------------
417
PART AFACILITIES FOR THE ENGINEERA.1 REQUIREMENTS
A.1.1 Offices and Laboratories for the Engineer
All offices andlaboratories shall be ready for occupancy and use
by the Engineer within two (2)months of the commencement of the
Works.
ITEM 106 COMPACTION EQUIPMENT AND DENSITY CONTROL STRIPS
106.1 Description
106.2.1 Compaction Equipment1. Sheepsfoot, tamping or grid
rollers shall be capable of exerting a force of 45 Newtonper
millimeter (250 pounds per inch) of length of roller drum.2.
Steel-wheel rollers other than vibratory shall be capable of
exerting a force of not lessthan 45 Newton per millimeter of width
of the compression roll or rolls.3. Vibratory steel-wheel rollers
shall have a minimum mass of 6 tonnes. Thecompactor shall be
equipped with amplitude and frequency controls and
specificallydesigned to compact the material on which it is used.4.
Pneumatic-tire rollers shall have smooth tread tires of equal size
that will provide auniform compacting pressure for the full width
of the roller and capable of exerting aground pressure of at least
550 kpa (80 pounds per square inch).5. Heavier compacting unit may
be required to achieve the specified density of theembankment
106.2.2 Construction of Control Strips and Determination of
Target Density A control strip shall have an area of approximately
335 square meters and shall beof the same depth specified for the
construction of the course which it represents
If the mean density of the control strip is less than 98 percent
of the density of laboratorycompacted specimens as determined by
testing procedures appropriate for the material beingplaced, the
Engineer may order the construction of another control strip.
PART D SUBBASE AND BASE COURSE
ITEM 200 AGGREGATE SUBBASE COURSE
The fraction passing the 0.075 mm (No. 200) sieve shall not be
greaterthan 0.66 (two thirds) of the fraction passing the 0.425 mm
(No. 40) sieve.
The fraction passing the 0.425 mm (No. 40) sieve shall have a
liquid limitnot greater than 35 and plasticity index not greater
than 12 as determined byAASHTO T 89 and T 90, respectively
The coarse portion, retained on a 2.00 mm (No. 10) sieve, shall
have amass percent of wear not exceeding 50 by the Los Angeles
Abrasion Tests asdetermined by AASHTO T 96.
The material shall have a soaked CBR value of not less than 25%
asdetermined by AASHTO T 193. The CBR value shall be obtained at
themaximum dry density and determined by AASHTO T 180, Method D
200.3.3 Spreading and Compacting Where the required thickness is
150 mm or less, the material may bespread and compacted in one
layer
maximum compacted thicknessof any layer shall not exceed 150
mm.
Compaction of each layer shall continue until a field density of
at least 100percent of the maximum dry density determined in
accordance with AASHTO T180, Method D has been achieved. In-place
density determination shall be madein accordance with AASHTO T
191.
200.3.4 Trial Sections One trial section of about 500 m2 shall
be made for every type of material
200.3.5 TolerancesThe allowable tolerances shall be asspecified
hereunder:
Permitted variation from designTHICKNESS OF LAYER 20 mm
Permitted variation from design+10 mmLEVEL OF SURFACE-20 mm
Permitted SURFACE IRREGULARITYMeasured by 3-m straight-edge 20
mm
Permitted variation from designCROSSFALL OR CAMBER 0.3%
Permitted variation from designLONGITUDINAL GRADE over25 m in
length 0.1%
ITEM 201 AGGREGATE BASE COURSE 40% weathered limestone blended
with 60% crushed stones or gravel shall be allowed
The fraction passing the 0.075 mm (No. 200) sieve shall not be
greaterthan 0.66 (two thirds) of the fraction passing the 0.425 mm
(No. 40) sieve
The fraction passing the 0.425 mm (No. 40) sieve shall have a
liquid limitnot greater than 25 and plasticity index not greater
than 6 as determined byAASHTO T 89 and T 90, respectively.
The coarse portion, retained on a 2.00 mm (No. 10) sieve shall
have amass percent of wear not exceeding 50 by the Los Angeles
Abrasion testdetermined by AASHTO T 96
The material passing the 19 mm (3/4 inch) sieve shall have a
soaked CBRvalue of not less than 80% as determined by AASHTO T 193.
The CBR valueshall be obtained at the maximum dry density (MDD) as
determined by AASHTOT 180, Method D.
shall not contain more than 15 percent of materialretained on
the 4.75 mm (No. 4) sieve.
201.3.5 TolerancesThe allowable tolerances shall be inaccordance
with following:
Permitted variation from designTHICKNESS OF LAYER 10 mm
Permitted variation from design+ 5 mmLEVEL OF SURFACE-10 mm
Permitted SURFACE IRREGULARITYMeasured by 3-m straight-edge 5
mm
Permitted variation from designCROSSFALL OR CAMBER 0.2%
Permitted variation from designLONGITUDINAL GRADE over25 m in
length 0.1%
ITEM 202 CRUSHED AGGREGATE BASE COURSE
202.2.1 Crushed Aggregate The portion of the material passing
the 0.075 mm (No. 200) sieve shall notbe greater than 0.66 (two
thirds) of the fraction passing the 0.425 mm (No. 40)sieve The
portion of the material passing the 0.425 mm (No. 40) sieve shall
havea liquid limit of not more than 25 and a plasticity index of
not more than 6 asdetermined by AASHTO T 89 and T 90, respectively.
The coarse aggregate retained on a 2.00 mm (No. 10) sieve shall
have amass percent of wear not exceeding 45 by the Los Angeles
Abrasion Test asdetermined by AASHTO T 96, and not less than 50
mass percent shall have atleast one (1) fractured face The material
passing the 19 mm (3/4 inch) sieve shall have a minimumsoaked
CBR-value of 80% tested according to AASHTO T 193. The
CBR-valueshall be obtained at the maximum dry density determined
according to AASHTOT 180, Method D. Filler not contain more than 15
percent of materialretained on the 4.75 mm (No. 4) sieve.
ITEM 203 LIME STABILIZED ROAD MIX BASE COURSE
203.2 Material Requirements
203.2.1 Soil Aggregate The materials passing the 4.75 mm (No. 4)
sieve produced in the crushing operation of either stone or gravel
shall be incorporated in the base material to the extent permitted
by the gradation requirements. The plasticity index shall not be
less than 4 nor more than 10. The aggregate shall have a mass
percent of wear not exceeding 50 as determined by AASHTO Method T
96
203.2.4 Proportioning of Mixture soil-aggregate shall be from 3
to 12mass percent of the dry soil.
203.2.5 Strength Requirements CBR Test for Gravelly Soils
passing the 19 mm (3/4 inch)sieve shall have a minimum soaked
CBR-value of 100% tested according toAASHTO T 193. The CBR-value
shall be obtained at the maximum dry densitydetermined according to
AASHTO T 180, Method D Unconfined Compression Test for Finer
Textured Soils The 7-daycompressive strength of laboratory specimen
molded and compacted inaccordance with ASTM D 1632 to a density of
100% of maximum dry densitydetermined according to AASHTO T 134,
Method B, shall not be less than 2.1MPa (300 psi) when tested in
accordance with ASTM D 1633
203.3.4 Application of Lime A typical slurry ratio is 1 tonne
lime to 2 cubic metre water Each pass shall terminate at least 910
mm (3 ft) in advance or to the rear of theend of the preceding pass
Compaction shall continue until a field density of not less than
100% of thecompacted maximum dry density determined in accordance
with AASHTO T 180,Method D has been attained. Field Density test
shall be in accordance withAASHTO T 191
203.3.8 Trial Sections trial sections of the stabilized base
shall be constructed at least 2 weeksbefore actual base
construction.
203.3.9 Tolerances The allowable tolerances shall be in
accordance with Subsection 201.3.5, Tolerance.
203.3.10 Traffic The Contractor will not be permitted to drive
heavy equipment overcompleted portions prior to the end of five (5)
days curing period
ITEM 204 PORTLAND CEMENT STABILIZED ROAD MIX BASE COURSE
204.2 Material Requirements
204.2.1 Soil AggregateIt shall conform to the grading and
quality requirements of Subsection203.2.1
204.2.2 Portland CementIt shall conform to the requirements of
Item 700, Hydraulic Cement.
204.2.3 WaterIt shall conform to the requirements of Item 714,
Water
204.2.4 Proportioning of Mixture The amount of cement to be
added to the soil-aggregate shall be from 6 to10 mass percent of
the dry soil.
204.2.5 Strength Requirements Strength requirements shall
conform in all respects to those specified inSubsection 203.2.5
ITEM205 ASPHALT STABILIZED ROAD MIX BASE COURSE
205.2 Material Requirements
205.2.1 Soil-Aggregates It shall conform to the applicable
requirements of Item 703, Aggregates,Gradation A or B shall be
used
205.2.2 Asphaltic Material Asphaltic material shall be Anionic
or Cationic Emulsified Asphalt of theslow setting type meeting the
requirements of Item 702, Bituminous Materials, Emulsified
Asphalt
205.2.3 Proportioning of Mixture asphaltic material to be added
to the soil-aggregate shall be from 4 to 7 mass percent of the dry
soil-aggregate.
ITEM 206 PORTLAND CEMENT TREATED PLANT MIX BASE COURSE
206.2 Material RequirementsSame as Subsections 204.2.1 through
204.2.5
206.3.2 Travel Plant Method The salvaged or new soil-aggregate
shall be pulverized until at least 80mass percent of all material
other than stone or gravel will pass a 4.75 mm (No. 4)sieve
material retained on a 50 mm (2 inches) sieve and other unsuitable
material shall be removed. A maximum time of 2 hours shall be
permitted for wet mixing, lay down, and finishing when this method
is used.
206.3.4 Spreading, Compacting and Finishing Not more than 60
minutes shall elapse between the start of mixing and the time of
starting compaction of the spread mixture. The compaction and
finishing shall be completed within 2 hours of the time water is
added to the mixture
206.3.5 Protection, Curing and Maintenance The rate of
application shall be between 0.5 L/m^2 to 1.00 L/m^2 of surface
Curing seal hall be maintained at least 5 days unless the treated
base is protected by a subsequent course.
206.3.6 Trial SectionsSame as Subsection 203.3.8.
206.3.7 TolerancesSame as Subsection 203.3.9.
206.3.8 TrafficSame as Subsection 203.3.10.
ITEM 207 AGGREGATE STOCKPILE
207.2 Material Requirements
207.3 Construction Requirements
PART E SURFACE COURSES
ITEM 300 AGGREGATE SURFACE COURSE
300.2 Material Requirements The coarse aggregate material
retained on the 2.00 mm (No.10) sieve shallhave a mass percent of
wear by the Los Angeles Test (AASHTO T 96) of notmore than 45. When
crushed aggregate is called for in the Bill of Quantities, not less
thanfifty (50) mass percent of the particles retained on the 4.75
mm (No. 4) sieve shallhave at least one (1) fractured face The
fraction passing the 0.075 mm (No.200) sieve shall not be greater
thantwo-thirds of the fraction passing the 0.425 mm (No.40) sieve
The fraction passing the 0.425 mm (No. 40) sieve shall have a
liquid limitnot greater than 35 and a plasticity index range of 4
to 9, when tested by AASHTOT 89 and T 90, respectively. Materials
for gravel surface course and crushed aggregate surface courseshall
have a soaked CBR Value of not less than 25% and 80% respectively
asdetermined by AASHTO T 193.
300.3.4 Surface Course Thickness and Tolerances
Permitted variation fromdesign +15 mmTHICKNESS OF LAYER- 5
mm
Permitted variation fromdesign +15 mmLEVEL OF SURFACE- 5 mm
Permitted SURFACE IRREGULARITYMeasured by 3-m straight-edge 5
mm
Permitted variation from designCROSSFALL OR CAMBER +0.2%
Permitted variation from designLONGITUDINAL GRADE over25 m in
length +0.1%
ITEM 301 BITUMINOUS PRIME COAT
301.2 Material Requirements
301.3.1 Surface Condition Prime coat shall be applied only to
surfaces which are dry or slightly moist.No prime coat shall be
applied when the weather is foggy or rainy
301.3.2 Equipment The tank shall have a heating device able to
heat a complete charge of bituminous liquid to 180C and not heated
will be less than 2C per hour. distributor shall be able to vary
the spray width of the bituminous liquidin maximum steps of 100 mm
to a total width of 4 m
301.3.3 Application of Bituminous Material rate of application
of the bituminous material shall be within the range of 1 to 2
litres/m2 The prime coat shall be left undisturbed for a period of
at least 24 hours
ITEM 302 BITUMINOUS TACK COAT
302.2 Material Requirements
302.3 Construction Requirements
302.3.3 Application of Bituminous Material rate ofapplication of
either the Rapid Curing Cut-back or the Emulsified Asphalt shall be
within the range of 0.2 to 0.7 litre/m2.
ITEM 303 BITUMINOUS SEAL COAT
303.2 Material Requirements
303.2.2 Bituminous Materials Bituminous material shall be
Asphalt Cement, Penetration Grade 120-150,Rapid Curing (RC) or
Medium Curing (MC) Cut-back Asphalt
303.2.3 Cover Aggregate Cover Aggregate for Type 2 seal coat
shall consist of sand and fines creenings, reasonably free from
dirt or other organic matter. Aggregate for Type 3 seal coat shall
be crushed stone, crushed slag or crushed gravel. The aggregate
shall have a mass percent of wear not exceeding 40 when tested by
AASHTO T 96 When crushed slag is used, it shall be of uniform
density and quality and shall have a density of not less than 960
kg/m3(60 lb/cu. ft.) as determined by AASHTO T 19
303.3 Construction Requirements
303.3.2 Preparation of Surface no event shall seal coat be
placedon newly constructed or reconditioned surfaces in less than
ten (10) days aftersuch surface is laid and opened to traffic,
303.3.3 Application of Bituminous Material Bituminous material
shall be applied by means of a pressure distributor at the rate of
approximately 0.9 to 1.8 litres for asphalt cement and 1.5 to 3.0
litres for cut-back asphalt, per square metre of surface
303.3.4 Application of the Cover Aggregate cover aggregate shall
be evenly spread over the surface at the rate of approximately
0.004 to 0.007 cubic metre per square metre.
ITEM 304 BITUMINOUS SURFACE TREATMENT
304.2 Material Requirements
304.2.1 Quantities of Materials
304.2.3 Aggregates The aggregate shall have a mass percent of
wear not exceeding 40 when tested by AASHTO T 96 When crushed
gravel is used, not less than 50 mass percent of theparticles
retained on the 4.75 mm (No. 4) sieve shall have at least one
fractured face When crushed slag is used, it must be of uniform
density and quality andshall have a density not less than 960 kg/m3
(60 lb/cu.ft.) as determined by AASHTO T 19
304.3.3 Application of Bituminous Material The required
asphaltic material shall be applied to the surface at least twenty
four (24) hours after it has been prime coated. Spraying shall not
be done unless the road temperature has been above 20C for at least
one hour prior to the commencement of spraying operations, and the
temperature shall not be less than 20C during the spraying. The
application temperature for asphalt cement shall be within the
rangethat produces a viscosity of 10 to 60 second Saybolt Furol and
for cut-backasphalt
ITEM 305 BITUMINOUS PENETRATION MACADAM PAVEMENT
305.2.3 Aggregate The aggregate shall have a mass percent of
wear not exceeding 40 whentested by AASHTO T 96 When the crushed
gravel is subjected to five cycles of the sodium sulfatesoundness
test (AASHTO T 104), the weighted loss shall not exceed 12
masspercent When crushed slag is used, it must be of uniform
density and quality andshall have a density not less than 1120
kg/m3 (70 lb/cu. ft.) as determined byAASHTO T 19
305.3 Construction Requirements
305.3.1 Weather Limitations Application of bituminous material
shall be made only when the aggregateis dry and the atmospheric
temperature in the shade is 15C or above
ITEM 306 BITUMINOUS ROAD MIX SURFACE COURSE
306.2.3 Proportioning of Mixture The proportion of bituminous
material on the basis of total dry aggregate,shall be from 4.5 to
7.0 mass percent when cut-back asphalt is used and from 6.0to 10.0
mass percent when emulsified asphalt is used. During the mixing
operation, one-half to one (0.5 to 1.0) mass percent ofhydrated
lime, dry aggregate basis, shall be added to the mixture
ITEM 307 BITUMINOUS PLANT-MIX SURFACE COURSE - GENERAL
307.2 Material Requirements
307.2.1 Composition and Quality of Bituminous Mixture
Each job-mix formula submitted shall propose definite single
values for:1. The percentage of aggregate passing each specified
sieve size.2. The percentage of bituminous material to be added.3.
The temperature of the mixture delivered on the road.4. The kind
and percentage of additive to be used.5. The kind and percentage of
mineral filler to be used. After the job-mix is established, all
mixture furnished for the project shallconform thereto within the
following ranges of tolerances:Passing No. 4 and larger sieves 7
percentPassing No. 8 to No. 100 sieves (inclusive) 4 percentPassing
No. 200 sieve 2 percentBituminous Material 0.4 percentTemperature
of Mixture 10C The mixture shall have a minimum compressive
strength of 1.4 MPa (200psi).The mixture shall have a mass percent
air voids with the range of 3 to 5. The mixture shall also have an
index of retained strength of not less than70 aggregates having
maximum sizesover 25 mm (1 inch), AASHTO T 165 will be modified to
use 150 mm x 150 mm (6 x 6 inches) cylindrical specimens. The 150
mm (6 inches cylinders will becompacted by the procedures outlined
in AASHTO T 167 modified to employ 10repetitions of a molding load
of 9.6 MPa (1400 psi), with no appreciable holdingtime after each
application of the full load.
307.2.6 Proportioning of Mixture proportion of bituminous
material, on the basis of total dry aggregate,shall be from 5.0 to
8.0 mass percent. Hydrated lime shall be added to the mixture
during the mixing operation inthe amount of one-half to one (0.5 to
1.0) mass percen
307.3.4 Preparation of Bituminous MaterialAsphalt cement shall
not be usedwhile it is foaming nor shall be heated above 159C
(320F)
307.3.5 Preparation of Aggregate Aggregates for pug mill mixing
shall be heated, dried and delivered to the mixing unit at a
temperature within the range 17C (30F) of the bitumen
307.3.7 Spreading and Finishing The longitudinal joint in one
layer shall offset that in the layer immediatelybelow approximately
15 cm (6 inches); The mixture shall be placed at a temperature not
less than 107C (225F) When tar is used, the mixture shall be placed
at between 66C and 107C(150F and 225F).
307.3.10 Acceptance ,Sampling and Testing Eachsample shall be at
least 150 mm x 150 mm or 100 mm diameter full depth. The compacted
pavement shall have a density equal to, or greater than 97mass
percent of the density of a laboratory specimen asphalt
pavementrepresented by the cores shall not be accepted if the
deficiency in density is morethan 2% compacted pavement shall have
a thickness tolerances of -5 mm. If the deficiency in the core
thickness is more than 5 mm,
ITEM 308 COLD ASPHALT PLANT- MIX
308.2.1 Composition and Quality of Asphalt Cold Mix (Job-Mix
Formula) At least three weeks prior to production, the Contractor
shall submit inwriting a job-mix formula for each mixture supported
by laboratory test data alongwith samples and sources of the
components and viscosity-temperaturerelationships information to
the Engineer for testing and approva
308.2.6 Proportioning of Mixture proportioning of Bituminous
Material on the basis of total dry aggregateshall be from 4.5 to
7.0 mass percent when cut back asphalt is used and from 6.0to 10.0
mass percent when emulsified asphalt is used.
308.3.1 Weather Limitations Asphalt surface mixture shall not be
placed when the surface temperature of the base course is below10C
(50F).
308.3.2 Preparing Area To Be Paved It is recommended that the
average of five field density determinations made in each lot be
equal to or greater than 97 percent of the average density of the
six laboratory prepared specimens, and that no individual
determination be lower than95 percent
ITEM 309 BITUMINOUS PLANT-MIX (STOCKPILE MAINTENANCEMIXTURE)
TEM 310 BITUMINOUS CONCRETE SURFACE COURSE, HOT-LAID
10.2.6 Proportioning of Mixtures proportion of bituminous
material on the basis of total dry aggregateshall be from 5.0 to
8.0 mass percent. During the mixing operation, one-half to one (0.5
to 1.0) mass percent ofhydrated lime, dry aggregate basis, shall be
added to the mixture.
ITEM 311 PORTLAND CEMENT CONCRETE PAVEMENT HydraulicCement. Only
Type I Portland Cement shall be used
311.2.2 Fine Aggregate It shall not contain more than three (3)
mass percent of material passingthe 0.075 mm (No. 200 sieve) by
washing nor more than one (1) mass percenteach of clay lumps or
shale. If the fine aggregate is subjected to five (5) cycles of the
sodium sulfatesoundness test, the weighted loss shall not exceed 10
mass percent The fine aggregate may be used if the relative
strength at 7 and 28 days is not less than 95 mass percent It shall
contain not more than one (1) mass percent of material passing
the0.075 mm (No. 200) sieve, not more than 0.25 mass percent of
clay lumps, nor more than 3.5 mass percent of soft fragments If the
coarse aggregate is subjected to five (5) cycles of the sodium
sulfatesoundness test, the weighted loss shall not exceed 12 mass
percent. It shall have a mass percent of wear not exceeding 40 If
the slag is used, its density shall not be less than 1120 kg/m3(70
lb./cu.ft.).
311.2.5 Reinforcing Steel The sleeves for dowel bars shall be
metal of approved design to cover 50mm ( 2 inches), plus or minus 5
mm (1/4 inch) of the dowel, with a closed end,and with a suitable
stop to hold the end of the sleeve at least 25 mm (1 inch) fromthe
end of the dowel
311.2.7 Admixtures Fly Ash, if specified or permitted as a
mineral admixture and as 20% partialreplacement of Portland
Cement
311.2.11 Proportioning, Consistency and Strength of Concrete
require at least 364 kg of cement percubic meter of concrete to
meet the minimum strength requirements workable concrete having a
slump of between 40 and 75 mm (1-1/2 and 3 inches)if not vibrated
or between 10 and 40 mm (1/2 and 1-1/2 inches) if vibrated, and
aflexural strength of not less than 3.8 MPa (550 psi) when tested
by the third-pointmethod or 4.5 MPa (650 psi) when tested by the
mid-point method at fourteen(14) days in accordance with AASHTO T97
and T177, or acompressive strength of 24.1 MPa (3500 psi) for cores
taken at fourteen (14) daysand tested in accordance with AASHTO T24
Slump shall be determined using AASHTO T 119.
311.3.6 Handling, Measuring and Batching Materials Stockpiles
shall be built up in layers of not more than one (1) meter in
thickness All washed aggregates and aggregates produced or handled
by hydraulicmethods, shall be stockpiled or binned for draining at
least twelve (12) hoursbefore being batched batches maybe rejected
unless mixed within 1-1/2 hours of such contact. When mixed at the
site or in a central mixing plant, the mixing time shall notbe less
than fifty (50) seconds nor more than ninety (90) seconds ten (10)
percent above themixers nominal capacity may be permitted provided
concrete test data for strength, segregation, and uniform
consistency are satisfactory The flow ofwater shall be uniform and
all water shall be in the drum by the end of the firstfifteen (15)
seconds of the mixing period. The time elapsed from the time water
is added to the mix until the concrete is deposited in place at the
Site shall not exceed forty five (45) minutes when the concrete is
hauled in non-agitating trucks, nor ninety (90) minutes when hauled
in truck mixers or truck agitators, Retempering concrete by adding
water are performed within forty-five (45) minutes after the
initial mixing operation and the water-cement ratio is not
exceeded
311.3.8 Limitation of Mixing temperature of mixed concrete from
exceeding a maximum temperature of 90F ( 32C) Concrete not in place
within ninety (90) minutes from the time the ingredients were
charged into the mixing drum or that has developed initial set
shall not be used paving in adjoining lanesmay be permitted after
three (3) days. no case shallthe vibrator be operated longer than
fifteen (15) seconds in any one location.
311.3.10 Test Specimens at least one (1) set consisting of three
(3) concretebeam test specimens, 150 mm x 150 mm x 525 mm or 900 mm
shall be taken from each 330 m2 of pavement, 230 mm depth, or
fraction thereof placed each day.
Cylinder samples shall not be used as substitute for determining
thea dequacy of the strength of concrete. The beams shall be made,
cured, and tested in accordance with AASHTOT 23 and T 97
311.3.11 Strike-off of Concrete and Placement of Reinforcement
Any portion of the bottom layer of concrete which has been placed
more then 30 minutes without being covered with the top layer shall
be removed and replaced
311.3.12 JointsTransverse Contraction Joint/Weakened Joint depth
of the weakened plane joint should at all times not be less than 50
mm,while the width should not be more than 6 mm. Sawing of the
joint shall commence as soon as the concretehas hardened
sufficiently to permit sawing without excessiveravelling, usually 4
to 24 hours No transverse joint shall beconstructed within 1.50 m
of an expansion joint, contraction joint, orplane of
weakness.Transverse Construction Joint If sufficient concrete has
been mixed at the time of interruption to form a slab of at least
1.5 m long The sleeves for dowels shall be metal designed to cover
50 mm plus or minus 5 mm (1/4 inch), of the dowel, with a
watertight closed end and with a suitable stop to hold the end of
the sleeves at least 25 mm (1 inch) from the end of the dowel The
screed for the surface shall be at least 60 cm (2 feet) longer than
the maximum width of the slab to be struck off.
311.3.13 Final Strike-off (Consolidation and Finishing)
Finishing machine shall be stopped when the front screed is
approximately 20cm (8 inches) from the joint. The screed for the
surface shall be at least 60 cm (2 feet) longer than the maximum
width of the slab to be struck off.
311.3.15 Curing The concrete shall not be left exposed for more
than hour between stages of curing or during the curing period.
311.3.16 Removal of Forms After forms for concrete shall remain
in place undisturbed for not less thantwenty four (24) hours after
concrete pouring
311.3.17 Sealing Joints Joints shall be sealed with asphalt
sealant soon after completion of the curing period and before the
pavement is opened to traffic, The seals shall be installed in a
compressive condition and shall at time of placement be below
thelevel of the pavement surface by approximately 6 mm.
311.3.19 Concrete Pavement Slip Form Method The concrete shall
be held at a uniform consistency, having a slump of not more than
40 mm (1-12/ inches). Such protective materials shall consist of
standard metal forms or wood planks having a nominal thickness of
not less than 50 mm (2 inches) and a nominal width of not less than
the thickness of the pavement
311.3.22 Acceptance of Concrete concrete will be considered
satisfactory if the averages of all sets of three (3) consecutive
strength test results equal or exceed the specified strength, fc
and no individual strength test result is deficient by more than
15% of the specified strength, fc. cores will be considered
adequate if the average strength of the cores is equal to at least
85% of, and if no single core is less than 75% of, the specified
strength, fc
Deficiency in StrengthPercent (%) of ContractPrice ofConcrete
Specimens,Percent (%)AllowedLess than 5 1005 to less than 10 8010
to less than 15 7015 to less than 20 6020 to less than 25 5025 or
more 0
311.3.23 Opening to Traffic If such tests are not conducted
prior to thespecified age the pavement shall not be operated to
traffic until 14 days after theconcrete was placed.
311.3.24 Tolerance and Pavement thickness Pavement Thickness,
thickness by morethan 5 mm will be considered as the specified
thickness plus 5 mmand measurement which are less than the
specified thickness by morethan 25 mm shall not be included in the
average.
Adjustment for Thickness
Deficiency in the Average Percent (%) of ContractThickness per
lot (mm)Price Per Lot0 5 100% payment6 10 95% payment11 15 85%
payment16 20 70% payment21 25 50% paymentMore than 25 Remove and
replace/ No payment
PART F BRIDGE CONSTRUCTION
400.1.3 Load Tests Load tests for files shall be either Static
or Pile Testing by Low-StrainDynamic Method, High-Strain Dynamic
Method and Cross-Hole Sonic Logging.
400.1.3.1 Static Testing load shall be applied in increments of
5 or 10 tonnes. Each load increment shall be held for an interval
of two and one-halfminutes or a total period of five (5)
minutes.
400.1.3.2 Pile Testing Pile testing shall be done by Low-Strain
Dynamic Method, High-StrainDynamic Method or Cross-Hole Sonic
Logging Method as required in the plans
400.1.3.2.1 Low-Strain dynamic Method Pile integrity testing by
Low-Strain Dynamic Method shall conform to ASTMD-5882-96. Since it
requires the impact of onlya small hand-held hammer, and also
referred to as a Non-Destructive Method
400.1.3.2.2 High-Strain Dynamic Testing Pile Integrity testing
by High-Strain Dynamic Method shall conform to ASTM D4945-97.
400.1.3.2.3 Cross-Hole Sonic Logging of Bored Holes400.1.4
Timber Pile Bearing Value by Formula 1000 WHFor gravity hammer, P =
------------- x --------------- 6 S+25.4
For single-action steam or air hammers, and for diesel hammers
having unrestricted rebound of ram, 1000 WHP = ----------- x
----------------- 6 S+2.54
For double-action steam or air hammers, and diesel hammers
having enclosed ram, 1000 EP = ------------ x ----------------- 6
S+2.54
For diesel or steam hammers on very heavy piles, 1000 EP =
---------- x ------------------------ 6 S+2.54 (Wp/W)Where: P =Safe
load per pile in Newton or kgW =Weight of the striking part of the
hammer in Newton or kgH =Height of fall of ram in metresS =Average
penetration per blow in mm for the last 5 to 10 blows for gravity
hammers and the last 10 to 20 blows for steam hammersE = Hammer
energy, N.m or kg.mWp =Weight of pile
The above formula are applicable only when:1. The hammer has a
free fall.2. The head of the pile is free from broomed or crushed
wood fiber or other serious impairment.3. The penetration is
reasonably quick and uniform.4. There is no measurable bounce after
the blow.5. A follower is not used
400.1.5 Concrete and Steel Pile Bearing Values A.Modified Hileys
Formula or any formula from brochures of the equipment used, shall
be used when the ratio of weight of ram or hammer to weight of pile
is greater than one fourth (1/4). 2WH (W)Ru Ru =
----------------------------Ra = ---------------Where:
(S+K) (W+Wp)FSRU = ultimate capacity of piles (KN)Ra = capacity
of pile (KN)shall be greater than the requiredW = weight of ram or
hammer (KN)H = height of fall of ram (mm)Wp = weight of pile (KN)S
= average penetration for the last ten blows (mm)K = 10 mm (unless
otherwise observed/computed during driving)FS = factor of safety
(min. = 3)
B. Hileys Formula shall be used when the ratio of the weight of
ramor hammer to weight of pile is less than one fourth (1/4) efWH
(W) (W + n2Wp) Ru Ru = ------------------------------ x
---------------------------Ra = -------------- S+1/2 (C1+C2+C3) (W
+ Wp)FS
where:
RU=ultimate capacity of pile (KN)Ra=capacity of pile
(KN)Ef=efficiency of hammer (refer to table)W=weight of ram
(KN)Wp=weight of pile (KN)H=height of fall of ram (mm)S=average
penetration for last ten blows (mm)C1=temporary compression
allowance for pile head and cap (refer to table)C2=RuL/AEpC3=range
from 2.54mm to 5.08mm (0.1 to 0.2) for resilient soil to 0 for hard
pan (rock, very dense sand and gravel)L=length of pile
A=cross-sectional area of pile Ep=modulus of elasticity of pile
n=coefficient of restitution (refer to table)A=factor of safety
(min. = 3)
Required minimum penetration of all piles shall be six (6)
meters. However, for exposed piles, the embedded length shall be
equal or greater than the exposed length but not less than 6.0m
Note: Formula for other pile hammers with suggested factor of
safety should be as provided /recommended by their respective
manufacturer
Note: see the DPWH blue book page 140 for tables and other
constant values.
Piles shall be driven until the safe bearing power ofeach is
computed to be not less than 27 tonnes
400.2.1 Untreated Timber Piles Timber shall conform to the
requirements of Item 713400.2.2 Treated Timber Piles (See page
142)400.2.3 Concrete Piles (See page 143)400.2.4 Steel Shells (see
page 143)400.2.5 Steel Pipes400.2.6 Steel H-Piles400.2.7 Sheet
Piles400.2.7 Sheet Piles400.2.9 Splices400.2.10 Paint
400.3 Construction Requirements400.3.1 Location and Site
Preparation400.3.3 Pile Driving driven within an allowed variation
of 20mm per metre of pile length from the vertical or batter as
shown on the Plans maximum allowable variation at the butt end of
the pile shall be 75mm in any direction be within 150mm from the
theoretical location underneath the pilecap or underneath the
superstructure Piles shall be used only in places where the minimum
penetration of 3m infirm materials, or 5m in soft materials can be
obtained. Hammers shall be gravity hammers, single and double
acting steam or pneumatic hammers or diesel hammers. Gravity
hammers shall not weigh less than 60 percent of the combined weight
of the pile and driving head but not less than 2,000 kg The fall
shall be regulated so as to avoid injury to the pile and shall in
no case exceed 4.50m for timber and steel piles and 2.50m for
concrete piles When Water jets are used, plants shall have
sufficient capacity to deliver at all time a pressure equivalent to
at least 690KPa at two 19 mm (3/4 inch) jet nozzles. Piles shall
not be driven within 7 m of concrete less than 7 days oldTest 1.
Penetration Test on Bitumen The penetration test is one of the
oldest and most commonly used tests on asphalt cements or residues
from distillation of asphalt cutbacks or emulsions. The
standardized procedure for this test can be found in ASTM D5 [ASTM,
2001]. It is an empirical test that measures the consistency
(hardness) of an asphalt at a specified test condition.Procedure of
Penetration Test on Bitumen: In the standard test condition, a
standard needle of a total load of 100 g is applied to the surface
of an asphalt or Liquid bitumen sample at a temperature of 25 C for
5 seconds. The amount of penetration of the needle at the end of 5
seconds is measured in units of 0.1 mm (or penetration unit). A
softer asphalt will have a higher penetration, while a harder
asphalt will have a lower penetration. Other test conditions that
have been used include1. 0 C, 200 g, 60 sec., and2. 46 C, 50 g, 5
sec.
Test 2. Flash Point Test on asphalt:The flash point test
determines the temperature to which an asphalt can be safely heated
in the presence of an open flame. The test is performed by heating
an asphalt sample in an open cup at a specified rate and
determining the temperature at which a small flame passing over the
surface of the cup will cause the vapors from the asphalt sample
temporarily to ignite or flash. The commonly used flash point test
methods include1. The Cleveland Open Cup (ASTM D92)2. Tag Open Cup
(ASTM D1310).The Cleveland Open-Cup method is used on asphalt
cements or asphalts with relatively higher flash points, while the
Tag Open-Cup method is used on cutback asphalts or asphalts with
flash points of less than 79 C. Minimum flash point requirements
are included in the specifications for asphalt cements for safety
reasons. Flash point tests can also be used to detect contaminating
materials such as gasoline or kerosine in an asphalt cement.
Contamination of an asphalt cement by such materials can be
indicated by a substantial drop in flash point.When the flash point
test is used to detect contaminating materials, the Pensky-Martens
Closed Tester method (ASTM D93), which tends to give more
indicative results, is normally used. In recent years, the flash
point test results have been related to the hardening potential of
asphalt. An asphalt with a high flash point is more likely to have
a lower hardening potential in the field.
Test 3. Solubility Test on asphalt bitumen Asphalt consists
primarily of bitumens, which are high-molecular-weight hydrocarbons
soluble in carbon disulfide. The bitumen content of a bituminous
material is measured by means of its solubility in carbon
disulfide.Procedure for Solubility test on Bitumen In the standard
test for bitumen content (ASTM D4), a small sample of about 2 g of
the asphalt is dissolved in 100 ml of carbon disulfide and the
solution is filtered through a filtering mat in a filtering
crucible. The material retained on the filter is then dried and
weighed, and used to calculate the bitumen content as a percentage
of the weight of the original asphalt. Due to the extreme
flammability of carbon disulfide, solubility in trichloroethylene,
rather than solubility in carbon disulfide, is usually used in
asphalt cement specifications. The standard solubility test using
trichloroethylene is designated as ASTM D 2042.The solubility test
is used to detect contamination in asphalt cement. Specifications
for asphalt cements normally require a minimum solubility in
trichloroethylene of 99.0 percent.Unfortunately, trichloroethylene
has been identified as a carcinogen and contributing to the
depletion of the earths ozone layer. The use of trichloroethylene
will most likely be banned in the near future. There is a need to
use a less hazardous and non-chlorinated solvent for this purpose.
Results of several investigations have indicated that the solvent
n-Propyl Bromide appears to be a feasible alternative to
trichloroethylene for use in this application.
Test 4. Ductility Test on Asphalt The ductility test (ASTM D113)
measures the distance a standard asphalt sample will stretch
without breaking under a standard testing condition (5 cm/min at 25
C). It is generally considered that an asphalt with a very low
ductility will have poor adhesive properties and thus poor
performance in service. Specifications for asphalt cements normally
contain requirements for minimum ductility.
Test 5. Viscosity Tests on Bitumen Asphalt The viscosity test
measures the viscosity of an asphalt. Both the viscosity test and
the penetration test measure the consistency of an asphalt at some
specified temperatures and are used to designate grades of
asphalts. The advantage of using the viscosity test as compared
with the penetration test is that the viscosity test measures a
fundamental physical property rather than an empirical value.
Viscosity is defined as the ratio between the applied shear stress
and induced shear rate of a fluid. When shear rate is expressed in
units of 1/sec. and shear stress in units of Pascal, viscosity will
be in units of Pascal-seconds. One Pascal-second is equal to 10
Poises. The lower the viscosity of an asphalt, the faster the
asphalt will flow under the same stress. For a Newtonian fluid, the
relationship between shear stress and shear rate is linear, and
thus the viscosity is constant at different shear rates or shear
stress. However, for a non-Newtonian fluid, the relationship
between shear stress and shear rate is not linear, and thus the
apparent viscosity will change as the shear rate or shear stress
changes.Asphalts tend to behave as slightly non-Newtonian fluids,
especially at lower temperatures. When different methods are used
to measure the viscosity of an asphalt, the test results might be
significantly different, since the different methods might be
measuring the viscosity at different shear rates. It is thus very
important to indicate the test method used when viscosity results
are presented.The most commonly used viscosity test on asphalt
cements is the Absolute Viscosity Test by Vacuum Capillary
Viscometer (ASTM D2171).The standard test temperature is 60 C. The
absolute viscosity test measures the viscosity in units of Poise.
The viscosity at 60 C represents the viscosity of the asphalt at
the maximum temperature a pavement is likely to experience in most
parts of the U.S. When the viscosity of an asphalt at a higher
temperature (such as 135 C) is to be determined, the most
commonly-used test is the Kinematic Viscosity Test (ASTM D2170),
which measures the kinematic viscosity in units of Stokes or
centi-Stokes.Kinematic viscosity is defined as: When viscosity is
in units of Poise and density in units of g/cm, 3 the kinematic
viscosity will be in units of Stokes. To convert from kinematic
viscosity (in units of Stokes) to absolute viscosity (in units of
Poises), one simply multiplies the number of Stokes by the density
in units of g/cm3.