Asphalt. FILL: Reddish brown silty sand - trace to with gravel Compact reddish brown silty sand TILL - trace to with gravel End of Borehole - standpipe installed * "E" denotes environmental sample collected SS 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 SS 9 SS 10 SS 11 500 450 500 375 350 450 500 550 425 300 350 0 24-15-10- 11 (21) 15-13-9- (20) 9-8-9-7 (16) 8-8-7-4 (11) 2-2-2-3 (4) 4-5-7-8 (12) E* 5-7-7-6 (13) 8-7-8-8 (15) 7-4-5-7 (9) 5-8-10-11 (18) 8-14-10- 13 E* (23) 10 20 30 40 50 60 70 80 Miniature Vane Penetrometer Field Vane Torvane UU Triaxial Unconfined Compression BOREHOLE RECORD BH03 CLIENT: XXXXXX XXXXXX ISLAND TRANSPORTATION, INFRASTRUCTURE & ENERGY LOCATION: MCCANNEL ROAD BRIDGE (Q3-039), ROUTE 255, QUEENS CO., PE PROJECT No.: 173134 DATUM: GEODETIC DATES: BORING 2017-12-14 WATER LEVEL: 2017-12-15 BH SIZE: HW/HQ ELEVATION (m) REC. SOIL (mm) BLOWS / 150 mm (N VALUE) UNDRAINED SHEAR STRENGTH - kPa DEPTH (m) GRAPHIC LOG WATER LEVEL TYPE 20 40 60 80 SOIL/BEDROCK DESCRIPTION W W W NUMBER OTHER TESTS P L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.3m STANDARD PENETRATION TEST, BLOWS/0.3m 24.13 23.98 3 5 18.59 HARBOURSIDE GEOTECHNICAL CONSULTANTS, BOREHOLE RECORD 18-1-9
Asphalt. Asphalt will be sampled in accordance with ASTM D 140 (Standard Practice of Sampling Bituminous Materials).
Asphalt. TS-355 Asphalt roofing and tanking shall be executed by an approved specialist using mastic asphalt to BS 988. TS-356 The asphalt shall be applied in the thickness and number of coats described in the in BOQ, with each successive coat breaking joints at least 300mm (12") and with properly formed angles, double angle fillets and fair edges. TS-357 Joints of blockwork shall be raked out and all vertical surfaces hacked for key. TS-358 Horizontal work shall be laid on a layer of xxxxx sheathing felt.
Asphalt. CONCRETE
Asphalt. All boreholes were advanced through the asphalt pavement at Woodville Xxxxx Bridge. The asphalt layer was 200 mm thick at all of the test locations. FILL The boreholes put down behind the abutments encountered fill materials consisting of reddish brown silty sand to silty sand with gravel that varied in thickness from 2.5 to 3.2 m. Generally, the upper 0.5 m of the fills appeared to be the road base which consisted of gravel with sand. Three grain size analyses were performed on the fill materials which showed 6 to 15 percent gravel, 57 to 62 percent sand, and 28 to 32 percent silt and clay sized particles. The water content of eight samples ranged from 5 to 17 percent. SILTY SAND WITH GRAVEL A layer of reddish brown silty sand with gravel was encountered below the fill in all four of the boreholes put down for this investigation. The thickness of the silty sand with gravel layer ranged from 1.7 m at BH02 to 2.3 m at BH04. Trace amounts to some wood fibers were noted throughout the layer at all of the borehole locations. One grain size analysis completed on this material resulted in 16 percent gravel, 62 percent sand, and 22 percent silt and clay sized particles. The water content of two samples tested was 22 and 28 percent. Standard Penetration Test N-values obtained within the silty sand layer ranged from 2 to 29 with the majority below 5, indicating that the layer is in a very loose to compact state. GLACIAL TILL Reddish brown glacial till was encountered below the silty sand with gravel layer in all four of the test locations. BH01 and BH02 were terminated 0.6 m and 0.2 m into the till layer, respectively; while the till layer was 1.4 m thick at BH03 and 0.8 m thick at BH04. Grain size analyses performed on two samples of the till showed 16 to 39 percent gravel, 40 to 45 percent sand and 21 to 40 percent silt and clay sized particles. The water content of four sample varied from 12 to 22 percent with an average of 16. N-values of the till ranged from 13 to 53 with refusal occurring twice. Based on the testing and sampling carried out the glacial till is generally classified as compact reddish brown silty sand with gravel. BEDROCK Bedrock was encountered below the till in boreholes BH03 and BH04. The bedrock consisted of poor to good quality, medium strong, reddish brown, fine to medium grained sandstone. The bedrock showed little to no visual signs of weathering in either of the boreholes drilled.
Asphalt. FILL: Reddish brown silty sand - trace to with gravel Very loose to loose reddish brown silty SAND with gravel - trace to some wood fibers Compact reddish brown silty sand with gravel: TILL - trace clay End of Borehole SS 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 75 450 500 450 150 25 50 500 50 / 125 mm 6-5-6-6 (11) 5-3-7-25 (10) 9-17-8-6 (14) 2-2-7-4 (9) 3-2-1-2
Asphalt. FILL: Reddish xxxxx gravel with sand (road gravels) FILL: Reddish xxxxx silty sand - trace to with gravel - to grey sand with gravel at a depth of 1.8 m - geotextile fabric at 3.3 m depth Very loose grey silty SAND - trace to some wood fibers Compact reddish xxxxx silt sand: TILL - trace clay End of Borehole SS 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 100 450 600 500 75 300 50 450 50 7-7-8-9 (15) 7-8-49-24 (57) 9-5-2-4 (6) 4-3-4-5 (7) 2-2-1-2
Asphalt. FILL: Reddish xxxxx gravel with sand (road gravels) FILL: Reddish xxxxx silty sand - trace to with gravel Loose reddish xxxxx silty SAND with gravel - some wood fibers and organics Very Dense reddish xxxxx silty sand with gravel: TILL - trace silt Fair to good quality, reddish xxxxx medium to coarse grained SANDSTONE: BEDROCK End of Borehole SS 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 HQ 9 HQ 10 400 500 450 75 75 25 500 25 102% 100% 12-11-10- (21) 11-12-11- 11 S
Asphalt. Furnish asphalt materials meeting the requirements of Item 300, “Asphalts, Oils, and Emulsions.” Furnish Type II or Type III A-R binder in accordance with Section 300.2.9., “Asphalt-Rubber Binders,” as shown on the plans. Furnish a blend design for approval. Include in the design, at a minimum, the following: manufacturer and grade of asphalt cement; manufacturer and grade of crumb rubber; manufacturer, type, and percentage of extender oil, if used; test report on crumb rubber gradation in accordance with Tex-200-F, Part I; design percentage of crumb rubber versus asphalt content; blending temperature; and test results on the properties at reaction times of 60, 90, 240, 360, and 1,440 min. in accordance with Section 300.2.9., “Asphalt-Rubber Binders.” Furnish a new asphalt-rubber blend design if the grade or source for any of the components changes. If a tack coat is specified when using asphalt-rubber, unless otherwise shown on the plans or approved, furnish XXX-0X, XX-0X, or a performance grade (PG) binder with a minimum high temperature grade of PG 58 for tack coat binder. Do not dilute emulsified asphalts at the terminal, in the field, or at any other location before use. If required, verify that emulsified asphalt proposed for use meets the minimum residual asphalt percentage specified in Item 300, “Asphalts, Oils, and Emulsions.”
Asphalt a. No changes to any existing asphalt pavement are proposed, except such cutting, removal and repair as may be necessary for the installation of the new recessed truck well at the SW corner of the building.
