VOLUME IISTANDARD SPECIFICATIONS FOR HIGHWAYS, BRIDGES AND AIRPORTS TABLE OF CONTENTS PAGE PART A- FACILITIES FOR THE ENGINEER
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PART B- OTHER GENERAL REQUIREMENTS
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PART C- EARTHWORK
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Item 100- Clearing and Grubbing --------------- 6 Item 101- Removal of Structures and Obstructions --------------- 9 Item 102- Excavation --------------- 12 Item 103- Structure Excavation --------------- 18 Item 104- Embankment --------------- 24 Item 105- Subgrade Preparation --------------- 31 Item 106- Compaction Equipment and DensityControl Strips--------------- 34 Item 107- Overhaul --------------- 36 PART D- SUBBASE AND BASE COURSE --------------------------- 38 Item 200- Aggregate Subbase Course --------------- 38 Item 201- Aggregate Base Course --------------- 41 Item 202- Crushed Aggregate Base Course --------------- 44 Item 203- Lime Stabilized Road Mix Base Course --------------- 46 Item 204- Portland Cement Stabilized Road MixBase Course--------------- 51 Item 205- Asphalt Stabilized Road Mix BaseCourse--------------- 53 Item 206- Portland Cement Treated Plant MixBase Course--------------- 54 Item 207- Aggregate Stockpile --------------- 57 PART E- SURFACE COURSES --------------------------- 59 Item 300- Aggregate Surface Course --------------- 59 Item 301- Bituminous Prime Coat --------------- 61 Item 302- Bituminous Tack Coat --------------- 63 Item 303- Bituminous Seal Coat --------------- 65 Item 304- Bituminous Surface Treatment --------------- 68 Item 305- Bituminous Penetration MacadamPavement--------------- 73 Item 306- Bituminous Road Mix Surface Course --------------- 78 Item 307- Bituminous Plant-Mix Surface Course-General Item 308- Cold Asphalt Plant-Mix --------------- 95 Item 309- Bituminous Plant-Mix (StockpileMaintenance Mixture)--------------- 100 Item 310- Bituminous Concrete Surface Course,Hot Laid--------------- 102 Item 311- Portland Cement Concrete Pavement --------------- 104 PART F- BRIDGE CONSTRUCTION --------------------------- 134 Item 400- Piling --------------- 134 Item 401- Railings --------------- 160 Item 402- Timber Structures --------------- 164 Item 403- Metal Structures --------------- 169 Item 404- Reinforcing Steel --------------- 207 Item 405- Structural Concrete --------------- 210 Item 406- Prestressed Concrete Structures --------------- 220 Item 407- Concrete Structures --------------- 230 Item 408- Steel Bridges --------------- 250 Item 409- Welded Structural Steel --------------- 255 Item 410- Treated and Untreated Timber --------------- 267 Item 411- Paint --------------- 269 Item 412- Elastomeric Bearing Pads --------------- 276 Item 413- Pre Molded Joint Filler for ConcretePaving and Structural Construction--------------- 281
PARTG-DRAINAGE AND SLOPEPROTECTION STRUCTURES--------------------------- 282 Item 500- Pipe Culverts and Storm Drains --------------- 282 Item 501- Underdrains --------------- 288 Item 502- Manholes, Inlets and Catch Basins --------------- 291 Item 503- Drainage Steel Grating with Frame --------------- 294 Item 504- Cleaning and Reconditioning ExistingDrainage Structures--------------- 298 Item 505- Riprap and Grouted Riprap --------------- 300 Item 506- Stone Masonry --------------- 304 Item 507- Rubble Concrete --------------- 308 Item 508- Hand-Laid Rock Embankment --------------- 310 Item 509- Sheet Piles --------------- 312 Item 510- Concrete Slope Protection --------------- 313 Item 511- Gabions and Mattresses --------------- 315 PART H- MISCELLANEOUS STRUCTURES --------------------------- 322 Item 600- Curb and/or Gutter --------------- 322 Item 601- Sidewalk --------------- 326 Item 602- Monuments, Markers and Guide Posts --------------- 329 Item 603- Guardrail --------------- 330 Item 604- Fencing --------------- 334 Item 605- Road Sign --------------- 336 Item 606- Pavement Markings --------------- 340 Item 607- Reflective Pavement Studs --------------- 344 Item 608- Topsoil --------------- 347 Item 609- Sprigging --------------- 348 Item 610- Sodding --------------- 352 Item 611- Tree Planting --------------- 355 Item 612- Reflective Thermoplastic StrippingMaterial (Solid Form)--------------- 362 PART I- MATERIALS DETAILS --------------------------- 367 Item 700- Hydraulic Cement --------------- 367 Item 701- Construction Lime (Hydrated) --------------- 367 Item 702- Bituminous Materials --------------- 370 Item 703- Aggregates --------------- 376 Item 703A- Mineral Filler --------------- 385 Item 704- Masonry Units --------------- 387 Item 705- Joint Materials --------------- 387 Item 706- Concrete Clay, Plastic and Fiber Pipe --------------- 392 Item 707- Metal Pipe --------------- 394 Item 708- Chemical Admixtures For Concrete --------------- 397 Item 709- Paints --------------- 401 Item 710- Reinforcing Steel and Wire Rope--------------- 404 Item 711- Fence and Guardrail --------------- 406 Item 712- Structural Metal --------------- 408 Item 713- Treated and Untreated Timber --------------- 415 Item 714- Water --------------- 416 Item 715- Geotextiles --------------- 417
PART A FACILITIES FOR THE ENGINEER A.1 A. 1 RE REQU QUIR IREM EMEN ENTS TS A.1.1 Offices and Laboratories for the Engineer All offices andlaboratories sha ll 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 Equipment 1. 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, shal l 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 Tolerances The allowable tolerances shall be asspecified hereunder: Permitted variation from design THICKNESS OF LAYER
± 20 mm
Permitted variation from design LEVEL OF SURFACE
+10 mm -20 mm
Permitted SURFACE IRREGULARITY Measured by 3-m straight-edge
20 mm
Permitted variation from design CROSSFALL OR CAMBER
±0.3%
Permitted variation from design LONGITUDINAL 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 shal l 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 Tolerances The allowable tolerances shall be inaccordance with following: Permitted variation from design THICKNESS OF LAYER
± 10 mm
Permitted Permi tted variatio variation n from design
+ 5 mm
LEVEL OF SURFACE
-10 mm
Permitted SURFACE IRREGULARITY Measured by 3-m straight-edge
5 mm
Permitted variation from design CROSSFALL CROSSF ALL OR CAMBER
± 0. 0.2% 2%
Permitted variation from design LONGITUDINAL GRADE over 25 m in length
± 0. 0.1% 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 Th e 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 Aggregate It shall conform to the grading and quality requirements of Subsection203.2.1 204.2.2 Portland Cement It shall conform to the requirements of Item 700, Hydraulic Cement. 204.2.3 Water It 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 Ani onic 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 Requirements Same 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 Sections Same as Subsection 203.3.8.
206.3.7 Tolerances Same as Subsection 203.3.9. 206.3.8 Traffic Same 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 variatio Permitted variation n fromde fromdesign sign THICKNESS OF LAYER
+1 5 mm - 5 mm
Permitted variation fromdesign LEVEL OF SURFACE
+15 mm - 5 mm
Permitted SURFACE IRREGULARITY Measured by 3-m straight-edge
5 mm
Permitted variation from design CROSSFALL OR CAMBER Permitted variation from design LONGITUDINAL GRADE over 25 m in length
+0.2%
+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 fiv e 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 siev e 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 percent Passing No. 8 to No. 100 sieves sieves (inclusive) ± 4 percent percent Passing No. 200 sieve ± 2 percent Bituminous Material ± 0.4 percent Temperature 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 Material Asphalt 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. 307 .3.10 10 Acce Accept ptanc ance e ,Sampli ,Sa mpling ng and Test Testing ing 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 viscositytemperaturerelationships 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 sod ium 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 i n a central mixing plant, the mixing time shall notbe less than fifty (50) seconds nor more than ninety (90) seconds ten (10) percent above themixer’s 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 con sisting 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 substitut e 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 Joints Transverse Contraction Joint/Weakened Joint depth of the weakened plane joint should at all times not be l ess 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 ½ 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 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 than 75% of, the specified strength, fc’
Deficiency in Strength ofConcrete Specimens,Percent (%) Less than 5 5 to less than 10 10 to less than 15 15 to less than 20 20 to less than 25 25 or more
Percent (%) of ContractPrice Allowed 100 80 70 60 50 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 wil l 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 Thickness per lot (mm) 0 – 5 6 – 10 11 – 15 16 – 20 21 – 25 More than 25
Percent (%) of Contract Price Per Lot 100% payment 95% payment 85% payment 70% payment 50% payment 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 onehalfminutes 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 Holes 400.1.4 Timber Pile Bearing Value by Formula 1000 WH For 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 WH P = ----------- x ----------------6 S+2.54 For double-action steam or air hammers, and diesel hammers having enclosed ram, 1000 E P = ------------ x ----------------6 S+2.54 For diesel or steam hammers on very heavy piles, 1000 E P = ---------- x -----------------------6 S+2.54 (Wp/W)
Where: P =Safe load per pile in Newton or kg W =Weight of the striking part of the hammer in Newton or kg H =Height of fall of ram in metres S =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 hammers E = Hammer energy, N.m or kg.m Wp =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 Hiley’s Formula or any formula from brochures of the equipment used, shall be used when the ra tio of weight of ram or hammer to weight of pile is greater than one fourth (1/4). 2WH (W) Ru
Ru = ---------------------------(S+K) (W+Wp)
Ra = ---------------
Where: FS
RU = ultimate capacity of piles (KN) Ra = capacity of pile (KN) – –shall be greater than the required W = 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. Hiley’s Formula shall be used when the ratio of the weight of ramor hammer to weight of pile is less than one fourth (1/4) Ru efWH (W) (W + n2Wp) 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 pene tration for last ten blows (mm) C1=temporary compression allowance for pile head and cap (refer to table) C2=RuL/AEp C3=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, t he 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 7 13 400.2.2 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 Pipes 400.2.6 Steel H-Piles 400.2.7 Sheet Piles 400.2.7 Sheet Piles 400.2.9 Splices 400.2.10 Paint
400.3 Construction Requirements 400.3.1 Location and Site Preparation 400.3.3 Pile Driving
driven within an allowed variation of 20mm per metre of pile length from the vertical verti cal 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 pile cap 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 ha mmers, 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 old
Test 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 fo und in ASTM D5 [ASTM, 2001]. It is an empirical test that measures the consistency (hard ness) of an asphalt at a specified test condition. Procedure of Penetration Test on Bitumen: In the standard test condition, a standard needle o f a total load of 100 g is applied to t o 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 penet ration 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 include 1. 0 °C, 200 g, 60 sec., and 2. 46 °C, 50 g, 5 sec.
Test 2. Flash Point Test on asphalt:
The flash point test determines the temperature t o which an asphalt can be safely sa fely 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 t he cup will cause the vapors f rom the asphalt sample temporarily to ignite or flash. The commonly used flash point test methods include 1. 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 t he 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 earth’s ozone layer. The use of trichloroethylene will most likely be banned in the near future. fut ure. There is a need to use a less l ess 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 witho ut breaking under a standard testing condition (5 cm/min at 25 °C). It is ge nerally 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 t o 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 Pascalseconds. 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, t he 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 appar ent 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). 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 viscosit y 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 unit s of Poise and density in i n 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.
