424.01 Description
SUPERPAVE BITUMINOUS CONCRETE BASE, BINDER, AND WEARING SURFACE LAYERS
424.01 Description
The work covered by this Section shall consist of a hot or warm bituminous plant mixed pavement layer placed on a prepared surface in accordance with these specifications and in reasonably close conformity with the lines, grades, typical cross section, and placement rate shown on the plans or as directed by the Engine er. The Contractor may use either hot mix or warm mix for all Superpave ESAL Range mixes in Section 424. General requirements for all bituminous concrete pavements as specified in Section 410 are applicable to this Section, subject to any exceptions conta ined herein. Quality Control/Quality Assurance (QC/QA) requirements as specified in Section 106 are applicable to this section, subject to any exceptions contained herein. The work will be accepted on a LOT by LOT basis in accordance with the applicable re quirements.
424.02 Materials.
The materials furnished for use shall conform to the requirements of Section 410 and the following:
a.Aggregates .
1.Procedure for acceptance of Coarse and Fine Aggregates. All fine and coarse aggregate furnished shall come from an approved producer who is participating in and meeting the requirements of ALDOT- 249, Procedure for Acceptance of Coarse and Fine Aggregates. The producer's name shall be listed in the Department's Materials, Sources, and Devices with Special Accept ance Requirements Manual, List I-1. The Department has established a list of qualified producers of fine and coarse aggregates. Refer to Subarticle 106.01(f) and ALDOT -355 concerning this list.
2.Types of acceptable Coarse Aggregates for Superpave. Coarse aggregate shall be aggregate retained on the No. 4 {4.75 mm} sieve. Coarse aggregate shall consist of crushed (or uncrushed) gravel with a bulk specific gravity greater than 2.550 (AASHTO T 85), crushed stone, or crushed slag, or a combination thereof hav ing hard, strong, durable pieces, free from adherent coatings, and meeting all requirements of these specifications.
3.Flat and elongated particles in Coarse Aggregates for Superpave. The maximum amount of flat and elongated particles in coarse aggregate for Superpave is given in the following table. PERCENT OF FLAT AND ELONGATED PARTICLES IN COARSE AGGREGATE FOR SUPERPAVE Test Method Maximum Flat & Elongated % by Count 5:1 (max to min) ASTM D 4791 Section 8.4 10 % * * Shall not apply to the 3/8 inch {9.5 mm} mix or to ESAL Range A/B
4.Coarse Aggregate Soundness for Superpave. The percent degradation of the source aggregate by the sodium sulfate soundness test (AASHTO T 104, Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate) after five cycles of testing shall not exceed 10 %.
5.Deleterious Materials and Absorption in Coarse Aggregate for Superpave. The amount of deleterious substances and absorption in the coarse aggregate shall not exceed the following limits:
424.02 Materials.
RESTRICTION OF DELETERIOUS MATERIALS AND ABSORPTION IN COARSE AGGREGATE FOR SUPERPAVE Coal and Lignite (Visual) 0.25 % Clay Lumps and Friable Particles (AASHTO T 112) 0.25 % Other local deleterious substances (Shale, Mica, Marcasite, etc.) (Visual) 2.0 % Absorption (Absorption on the material passing the 3/4 inch {19.0 mm} sieve and retained on the No. 4 {4.75 mm sieve}) (AASHTO T 85 *). Applies to gravel aggregates only. 2.0 % * Section 8.1 of AASHTO T 85 modified to require a 15 minute vacuum saturation period as per Section 6.3 of AASHTO T 209 prior to the required 15 -19 hour soaking period.
6.Los Angeles Abrasion Criteria for Coarse Aggregate for Superpave. The percent loss of the coarse aggregate by t he LA Abrasion test (AASHTO T 96, Resistance to Abrasion of Small Size Aggregate by use of the Los Angeles Machine) shall not exceed 48 % except that, for Sandstone and Blast Furnace Slag, the LA Abrasion shall not exceed 55 %.
7.Fine Aggregate for Superpave. Fine aggregate shall be aggregate passing the No. 4 {4.75 mm} sieve. Gravel used to manufacture fine aggregate shall have a bulk specific gravity greater than 2.550 (AASHTO T 85). The fine aggregate shall be non -plastic when tested in accordance with AASHTO T 89, as modified by ALDOT -232, and AASHTO T 90 and shall have a maximum of 1.0 % clay lumps and friable particles as determined by AASHTO T 112. It shall consist of hard, tough grain, free of injurious amounts of clay, loam, or other deleterious su bstances.
8.Clay Content for Superpave. The amount of clay material, as indicated by the sand equivalent, measured on the aggregate passing the No. 4 {4.75 mm} sieve as determined by AASHTO T 176, Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test, shall be no less than the values defined in the following table according to the total design traffic in equivalent single axle loads (ESALs). CLAY CONTENT CRITERIA FOR SUPERPAVE ESAL Range Traffic (ESALs) Sand Equivalent A/B ESALs < 1.0x106 > 40.0 C/D 1.0x106 < ESALs < 1.0x107 > 45.0 E 1.0x107 < ESALs < 3.0x107 > 45.0
9.Mineral Filler for Superpave. Mineral filler shall consist of finely divided mineral matter such as rock dust, slag dust, hydrated lime, hydraulic cement, or fly ash meeting the requirements of Section 805. The introduction of mineral filler shall be in accordance with AASHTO M 156, Section 3.3, as specified in ALDOT -324, with the additional requirement that accurate proportioning shall be accomplished by means of pneumatic or mechanical metering.
b.Recycled Asphalt Pavement (RAP) & Reclaimed Asphalt Shingles (RAS). The requirements for allowing the use of RAP and RAS are given in Article 410.02.
c.Blend of Aggregates .
1.Gradations for blend of Aggregates. The coarse and fine aggregates, mineral filler, and recycled material shall be combined in a total blend that will produce an acceptable job mix within the gradation limits determined by the maximum and minimum control p oints as shown in the following tables. Maximum particle size is defined as the sieve size that is two sizes larger than the first sieve to retain more than 10 % of the material. The sequence of sieve sizes to be used in determining maximum particle size i s given in the following tables. Gradation charts illustrating gradation requirements are given in Article 424.03. The required mix will be shown on the plans. All ALDOT -424 ESAL range “E” Wearing S urface Layer and Upper Binder Layer mixes shall be tested for susceptibility to rutting in accordance with the latest approved version of AASHTO T 324 Hamburg Wheel -Track Testing of Compacted Asphalt Mixtures . All Mixes shall be tested at 50°C in water. ALDOT 424 ESAL Range E mixes using PG 67 -22 binder shall exhibit 10 mm rutting or less at 10,000 cycles. ALDOT 424 ESAL Range E mixes using PG 76-22 binder shall exhibit 10 mm rutting or less at 20,000 cycles.
424.02 Materials.
AGGREGATE GRADATION CONTROL POINTS FOR SUPERPAVE 1 1/2 inch {37.5 mm} Maximum Aggregate Size Mix Contr ol Point (Percent Passing) Sieve Size Minimum Maximum No. 200 {75 µm} 1 7 No. 8 {2.36 mm} 19 45 3/4" {19 mm} 19 90 1" {25 mm} Nominal 90 100 1.5" {37.5 mm} Maximum 100 - AGGREGATE GRADATION CONTROL POINTS FOR SUPERPAVE 1 inch {25.0 mm} Maximum Aggregate Size Mix Control Point (Percent Passing) Sieve Size Minimum Maximum No. 200 {75 µm} 2 8 No. 8 {2.36 mm} 23 49 1/2" {12.5 mm} 23 90 3/4" {19 mm} Nominal 90 100 1" {25 mm} Maximum 100 - AGGREGATE GRADATION CONTROL POINTS FOR SUPERPAVE 3/4 inch {19.0 mm} Maximum Aggregate Size Mix Control Point (Percent Passing) Sieve Size Minimum Maximum No. 200 {75 µm} 2 10 No. 8 {2.36 mm} 28 58 3/8" {9.5 mm} 28 90 1/2" {12.5 mm} Nominal 90 100 3/4" {19.0 mm} Maximum 100 - AGGREGATE GRADATION CONTROL POINTS FOR SUPERPAVE 1/2 inch {12.5 mm} Maximum Aggregate Size Mix Control Point (Percent Passing) Sieve Size Minimum Maximum No. 200 {75 µm} 2 10 No. 8 {2.36 mm} 32 67 No. 4 {4.75 mm} 32 90 3/8" {9.5 mm} Nominal 90 100 1/2" {12.5 mm} Maximum 100 - AGGREGATE GRADATION CONTROL POINTS FOR SUPERPAVE 3/8 inch {9.5 mm} Maximum Aggregate Size Mix Control Point (Percent Passing) Sieve Size Minimum Maximum No. 200 {75 µm} 6 12 No. 16 {1.18 mm} 30 60 No. 4 {4.75 mm} Nominal 75 100 3/8" {9.5 mm} Maximum 95 100 Note: Up to 5% may be retained on the maximum size sieve (3/8 inch {9.5 mm}) and up to 25% may be retained on the nominal size sieve (#4 {4.75 mm}).
2.Coarse Aggregate Angularity for blend of Aggregates. The coarse aggregate angularity shall be measured on the total blended aggregate retained on the No. 4 {4.75 mm} sieve in accordance with ASTM D 5821.
424.02 Materials.
A fractured face is defined as an angular, rough, or broken surface of an aggregate particle created by crushing, by other artificial means, or by nature. A face is considered fractured only if it has a projected area at least as large as one -quarter of the maximum projected area (maximum cross-sectional area) of the particle and has sharp, well -defined edges. The percent by weight {mass} of the coarse particles of the blended aggregate retained on the No. 4 {4.75 mm} sieve with one fractured face and with two or more fractured faces shall be no less than the values in the following table. COARSE AGGREGATE ANGULARITY REQUIREMENTS FOR SUPERPAVE ESAL Range Traffic (ESALs) Wearing Surface & Binder Layers Base Layers A/B ESALs < 1.0x106 75 / - 50 / - C/D 1.0x106 < ESALs < 1.0x107 85 / 80 60 / - E 1.0x107 < ESALs < 3.0x107 95 / 90 80 / 75 Note: "85 / 80" denotes that 85 % of the coarse aggregate has at least one fractured face and 80 % has two or more fractured faces.
3.Fine Aggregate Angularity for blend of Aggregates. The percent air voids in loosely compacted fine aggregate, measured according to AASHTO T 304, Method "A", or ASTM C 1252, Method "A", Uncompacted Void Content of Fine Aggregate (as Influenced by Particle Shape, Surface Texture, and Grading) shall be no le ss than the values in the following table. FINE AGGREGATE ANGULARITY REQUIREMENTS FOR SUPERPAVE ESAL Range Traffic (ESALs) Minimum % Air Void Base Binder & Surface A/B ESALs < 1.0x106 43 43 C/D 1.0x106 < ESALs < 1.0x107 43 45 E 1.0x107 < ESALs < 3.0x107 43 45
4.Restrictions in the use of Carbonate Stone for blend of Aggregates. The restrictions for the use of carbonate stone are given in the following table. These restrictions do not apply to widening as defined in Article 410. 01, shoulder paving, underlying layers, and layers that are to be covered by Polymer Modified Open Graded Friction Course (Section 420) mix in this contract. CRITERIA FOR THE USE OF CARBONATE STONE IN SUPERPAVE BPN 9 Value Of Aggregate Source * Maximum Allowable Percentage Of Carbonate Stone ≤ 25 30 26 through 28 35 29 through 31 40 32 through 34 45 ≥ 35 50 * This value, BPN 9, is made using the British Pendulum Tester on aggregate source specimen polished for 9 hours on an accelerated polishing machine known as the British Wheel as per ASTM D 3319, ASTM E 303 and ALDOT -382. In no case shall the total amount of virgin carbonate stone in the combined mixture used as actual wearing surface layers that are exposed to traffic exceed the percentage shown in the above table. When parts of the carbonate stone used in the mix are from differing strata of material or coming from multiple sources that are represented by different BPN 9 values, the lowest BPN 9 value will be used.
d.Liquid Asphalt Binder . Liquid asphalt binders shall come from an approved producer who is participating in and meeting the requirements of ALDOT -243, Acceptance Program For Asphalt Materials. The producer’s name shall be listed in the Department’s Materials, Sources, and Devices With Special Acceptance Requirements Manual, List I -4. The Department has established a list of qu alified producers of asphalt materials. Refer to Subarticle 106.01(f) and ALDOT -355 concerning this list. Unless shown otherwise on the plans or in the proposal, liquid asphalt binder for use in all mixes shall meet the requirements of AASHTO M
424.02 Materials.
320, Standa rd Specification For Performance Graded Asphalt Binder, as modified by the requirements given in the following table and Section 804. ALLOWABLE ASPHALT BINDER GRADES FOR SUPERPAVE ESAL Range Traffic (ESALs) Base, Lower, & Upper Binder Layers Wearing Surfa ce Layers A/B ESALs < 1.0x106 PG 67 -22 PG 67 -22 C/D 1.0x106 < ESALs < 1.0x107 PG 67 -22 PG 67 -22 E 1.0x107 < ESALs < 3.0x107 PG 67 -22 PG 76 -22* *The asphalt binder shall be PG 76 -22 for leveling when the top of the leveling is within 2 inches {50 mm} of the final pavement surface. The asphalt binder may be PG 67 -22 for leveling that is not within 2 inches {50 mm} of the final pavement surface and for all patching and widening;. If Open Graded Friction Course (Section 420) layer s are required, the final pavement surface shall be the surface of the layer below these layers. Asphalt Binders shall meet the requirements of Section 804. Polymer modifiers shall be blended at an approved refinery and meet the requirements of Section 811. Approved Warm Mix additives or processes are given in List II -27, “Warm Mix Asphalt Products and Processes” of the Materials, Sources, and Devices with Special Acceptance Requirements manual.
e.Mix Properties .
1.Air Voids (Va). The design air voids for all levels of traffic is 3.5 % for mixes containing RAS and 4.0 % for all other mixes .
2.Voids in Mineral Aggregate (VMA). The job mix shall be designed at a minimum VMA given in the following table. VOIDS IN MINERAL AGGREGATE DESIGN VMA FOR SUPERPAVE *** Maximum Aggregate Size * (inches) {mm} Nominal Aggregate Size (inches) {mm} Minimum VMA (%) 3/8 {9.5 } No. 4 {4.75} 16.5 ** 1/2 {12.5 } 3/8 {9.5} 15.5 3/4 {19.0 } 1/2 {12.5} 14.5 1 {25.0 } 3/4 {19.0} 13.5 1.5 {37.5 } 1 {25.0} 12.5 * As defined in Subarticle 424.02(c) ** All 3/8" (9.5 mm} mixes where the ESAL range is greater than A/B shall have a maximum VMA of 18.0. *** Production VMA may be 0.5 lower than the Minimum VMA given above .
3.Liquid Asphalt Binder Content (Pb). The job mix shall be designed at a minimum Liquid Asphalt Binder Content (Pb) given in the following table. Production tolerances shall be governed by the pay factors in Table III, Section 410.08.
424.02 Materials.
LIQUID ASPHALT BINDER CONTENT (Pb) CRITERIA FOR SUPERPAVE Maximum Aggregate Size* (inches) {mm} Nominal Aggregate Size (inches) {mm} Minimum Liquid Asphalt Binder Content (Pb) by Percent of Total Mix** Minimum Liquid Asphalt Binder Content (Pb) for mixes containing RAS by Percent of Total Mix** 3/8 {9.5 } No. 4 {4.75} 5.90 6.1 1/2 {12.5 } 3/8 {9.5} 5.50 5.7 3/4 {19.0 } 1/2 {12.5} 5.10 5.3 1 {25.0 } 3/4 {19.0} 4.40 4.6 1.5 {37.5 } 1 {25.0} 4.20 4.4 * As defined in Subarticle 424.02(d) ** Nd = 60
4.Dust Proportion (D/Pbe). The ratio of the percent by weight {mass} of aggregate passing the No. 200 {75 µm } sieve to the effective asphalt content expressed as percent by weight {mass} of the total mix shall be between 0.60 and 1.4. All 3/8 inch {9.5 mm} mixes shall have a dust to effective asphalt ratio range of 0.90 to 2.00. These ratio limits apply to both t he design and production phases. Effective asphalt content is that liquid asphalt binder not absorbed into the aggregate pore structure and is determined in accordance with Section 4.09 of the Asphalt Institute's, MS -2, Mix Design Methods for Asphalt Concr ete.
5.Liquid Asphalt Binder Draindown . A fiber stabilizer meeting the requirements given in Section 410 may be incorporated into the mix to reduce draindown. The fiber shall be blended into the mix in accordance with the requirements given in Section 410 .
6.Resistance to Moisture -Induced Damage . All mixes shall be designed and produced to have a tensile strength ratio (TSR) of at least 0.80 when compacted according to ALDOT -384 at 7.0 % air voids and tested in accordance with AASHTO T 283 as modified by ALDOT -361, except the specimen shall be 6.00" {150 mm} in diameter and 3.75" {95 mm} in height.
f.Design Procedure . All Superpave mixes shall be designed in accordance with ALDOT -384, Superpave Mix Design Procedure for Asphalt Mixtures. All Superpave G yratory Compactors shall have their angle of gyration verified by the Engineer following the procedure in AASHTO T 344, Standard Method of Test for Evaluation of Superpave Gyratory Compactor (SGC) Internal Angle of Gyration Using Simulated Loading. This i ncludes all design, quality control, and quality assurance SGCs. The compactors shall tilt the specimen molds at an average internal angle of 20.2 ± 0.35 mrad (1.16± 0.02 degrees).
424.03 Gradation Requirements.
424.03 Gradation Requirements.
0102030405060708090100PERCENT PASSING GRADATION CHART FOR 1 1/2 inch {37.5 mm} MAXIMUM SIZE AGGREGATE Maximum Density Line75150 300 600 1.18 um 2.36 4.75 9.5 mm 12.5 19.0 25.0 37.5 50 0 Maximum Control Points Minimum Control Points 0 200 100 50 30 16 8 4 3/8 1/2 3/4 1 1 1/2 2 No. In. Sieve Size to the 0.45 Power 0102030405060708090100PERCENT PASSING GRADATION CHART FOR 1 inch {25 mm} MAXIMUM SIZE AGGREGATE Maximum Density Line75150 300 600 1.18 um 2.36 4.75 9.5 mm 12.5 19.0 25.0 37.5 50 0 Maximum Control Points Minimum Control Points 0 200 100 50 30 16 8 4 3/8 1/2 3/4 1 1 1/2 2No. In. Sieve Size to the 0.45 Power
424.03 Gradation Require ments.
0102030405060708090100PERCENT PASSING GRADATION CHART FOR 3/4 inch {19 mm} MAXIMUM SIZE AGGREGATE Maximum Density Line75150 300 600 1.18 um 2.36 4.75 9.5 mm 12.5 19.0 25.0 37.5 50 0 Maximum Control Points Minimum Control Points 0 200 100 50 30 16 8 4 3/8 1/2 3/4 1 1 1/2 2No. In. Sieve Size to the 0.45 Power 0102030405060708090100PERCENT PASSING GRADATION CHART FOR 1/2 inch {12.5 mm} MAXIMUM SIZE AGGREGATE Maximum Density Line75150 300 600 1.18 um 2.36 4.75 9.5 mm 12.5 19.0 25.0 37.5 50 0 Maximum Control Points Minimum Control Points 0 200 100 50 30 16 8 4 3/8 1/2 3/4 1 1 1/2 2No. In. Sieve Size to the 0.45 Power
424.04 Construction Requirements.
424.04 Construction Require ments.
a.General . The mixing temperature of the asphalt mixture shall not exceed 350 ° F {177 °C}.
b.Binder Layer and Wearing Surface Layer. Construction requirements shall be as specified in Articles 410.03 through 410.07.
c.Base Layer . The construction requirements for base layers shall be as specified in Articles 410.03 through 410.07, except as follows: The edges shall be trimmed immediately after final rolling, using an accurately aligned string or wire, to a tolerance of 2 inches {50 mm} outside the theoretical edge of the layer and to a slope not flatter than 1:1. Any edge distorted by rolling shall be promptly corrected.
d.Preparation of Mixtures - Moisture Content . Each time an asphalt content measurement is made (ALDOT -354 or AASHTO T 308), the amount of moisture in the mixture shall be determined, regardless of aggregate type, as specified in ALDOT- 130 and reported on Form BMT -20. The moisture determination shall be used in computing the corrected asphalt content. Moisture samples shall be taken with the asphalt content samples from the loaded truck. Moisture in the mixture shall not exceed 0.20% by weight {mass}.
e.Production Tolerances . All mixtures furnished for use shall conform to the approved job mix formula (JMF) within the tolerances set in Article 410.02. Mixture gradations may be produced provided the gradations are within the tolerances.
424.05 Method of Measurement.
The accepted quantities of Superpave Bituminous Concrete Wearing Surface Layer, Superpave Bituminous Concrete Binder Layer, and Superpave Bituminous Concrete Base Layer will be measured as provided in Article 410.08, subject to any exceptions contained herein.
424.06 Basis of Payment.
a.Unit Price Coverage . Superpave Bituminous Concrete Wearing Surface Layer, Superpave Bituminous Concrete Binder Layer, and Superpave Bituminous Concrete Base Layer will be paid for at the contract unit price bid in accordance with Article 410.09, subject to any exceptions contained herein. 0102030405060708090100PERCENT PASSING GRADATION CHART FOR 3/8 inch {9.5 mm} MAXIMUM SIZE AGGREGATE Maximum Density Line75150 300 600 1.18 um 2.36 4.75 9.5 mm 12.5 19.0 25.0 37.5 50 0 Maximum Control Points Minimum Control Points 0 200 100 50 30 16 8 4 3/8 1/2 3/4 1 1 1/2 2No. In. Sieve Size to the 0.45 Power
424.06 Basis of Payment.
b.Payment will be made under Item N o.: 424-A Superpave Bituminous Concrete Wearing Surface Layer, ** , *** Maximum Aggregate Size Mix, ESAL Range **** - per ton {metric ton} 424-B Superpave Bituminous Concrete * Binder Layer, ** , *** Maximum Aggregate Siz e Mix, ESAL Range **** - per ton {metric ton} 424-C Superpave Bituminous Concrete Base Layer, ** , *** Maximum Aggregate Size Mix, ESAL Range **** - per ton {metric ton} * Specify either “Upper” or “Lower”. ** Specify "Patching", " Leveling", "Widening", etc. only when required. *** Specify Maximum Aggregate Size: 3/8", 1/2", 3/4", 1", or 1.5" {9.5 mm, 12.5 mm, 19.0 mm, 25.0 mm, or 37.5 mm}. **** Specify “A/B”, “C/D”, or “E”. SECTION 428 SCORING BITUMINOUS PAVEMENT SURFACE
428.01 Description.
This Section shall cover the work of scoring bituminous plant mix pavement surfaces at locations shown on the plans or directed by the Engineer. The scoring shall consist of cutting grooves, at regular intervals in the shoulder pavement surface.
428.02 Ma terials.
N/A
428.03 Construction Requirements.
a.General . It is intended that areas of the pavement surface designated by the plans or by the Engineer to be scored shall be so done as to produce a rumble strip effect to alert inattentive drivers. The siz e, shape, and spacing of the grooves formed during the cutting procedure shall be as shown on the plans unless a different configuration is approved by the Construction Engineer. Unless ordered otherwise by the Engineer, all grooves shall be perpendicular to the pavement edge.
b.Equipment . The scoring equipment shall consist of a rotary type cutting head with cutting tips arranged in a pattern that will provide a smooth cut. The cutting head shall be on its own independent suspension from that of the powe r unit to allow the tool to align with the slope of the shoulder and any irregularities in the shoulder surface.
c.Operational Requirements . The equipment shall be operated in a workmanlike manner that will satisfactorily produce a pavement surface havin g uniform grooves of the dimensions and spacing as shown on the plans or specified in this Article. Equipment used to construct scored shoulders shall be positioned by using methods which will avoid scoring at locations other than those designated on the p lans or directed by the Engineer. The debris that results from cutting shall be removed on a daily basis by a sweeper/vacuum or other approved methods.
428.04 Method of Measurement.
The scoring of bituminous pavement surface ordered and accepted will be measured per mile {kilometer} along the centerline of each row of grooves placed either by direct measurement and computation to the nearest 0.001 mile {0.001 kilometer} or by odometer to the nearest 0.001 mile {0.001 kilometer}. When more than one row of grooves is required on a surface, each row will be measured separately. The length of scoring measured will include any gaps shown on the plans as part of the design of the scoring but will not include the length of any other gap or section omitted by the E ngineer.
Source: Alabama Standard Specifications for Highway Construction, 2022 Edition. Pages 237–245 of 934.