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HomeMy WebLinkAboutNC0002468_SARP_Rev0_Appx B_20161201December 2016 Amec Foster Wheeler Environment & Infrastructure, Inc. Duke Energy Coal Combustion Residuals Management Program Dan River Steam Station Site Analysis and Removal Plan Revision 0 APPENDIX B: TABLES, SELECT FIGURES, BORING LOGS, CPT LOGS, AND LABORATORY TEST REPORTS FROM PHASE 2 RECONSTITUTION OF ASH BASIN DESIGN REPORT (AMEC FOSTER WHEELER, NOVEMBER 2016) TABLES Table 3-1 Boring Location and Detail Summary Dan River Steam Station Reconstituted Design Amec Foster Wheeler Environment and Infrastructure Inc. Project No. 7810140150 Coal Plant Local General Location Boring Number Date Completed Easting (ft, NAD83) Northing (ft, NAD83) Ground Surface Elevation (ft) Total Depth (ft) Groundwater at drilling (ft) Groundwater from Companion Observation Well (ft)* Hammer Efficiency (%) Boring Diameter (in) Drilling Method Duke Energy Dan River Steam Station DR-1 10/22/2014 1790859 998761 528.6 76.0 NR NA 90 4 mud rotary Duke Energy Dan River Steam Station DR-2 10/17/2014 1790783 998716 529.1 46.5 NR 19.9 90 4 mud rotary Duke Energy Dan River Steam Station DR-3 10/22/2014 1790690 998669 529.3 76.0 NR NA 90 4 mud rotary Duke Energy Dan River Steam Station DR-4 10/16/2014 1790605 998617 529.6 51.0 NR 14.8 90 4 mud rotary Duke Energy Dan River Steam Station DR-5 10/9/2014 1790459 998414 529.4 61.5 NR 17.9 90 4 mud rotary Duke Energy Dan River Steam Station DR-6 10/28/2014 1790336 998194 529.5 91.5 NR NA 90 4 mud rotary Duke Energy Dan River Steam Station DR-7 10/16/2014 1790170 997972 539.6 69.0 NR 35.9 90 4 mud rotary Duke Energy Dan River Steam Station DR-8 10/29/2014 1790056 997775 539.4 106 NR NA 90 4 mud rotary Duke Energy Dan River Steam Station DR-9 10/13/2014 1789542 997203 539.7 84 25 NA 90 8 hollow stem Duke Energy Dan River Steam Station DR-10 10/7/2014 1789387 997196 539.6 80.8 25 NA 90 8 hollow stem Duke Energy Dan River Steam Station DR-11 10/24/2014 1789358 997101 539.7 106.5 NR NA 90 4 mud rotary Duke Energy Dan River Steam Station DR-12 10/14/2014 1789646 997279 539.9 68.1 NR NA 90 4 mud rotary Duke Energy Dan River Steam Station DR-13 10/15/2014 1789863 997473 539.5 68 NR 31.6 90 4 mud rotary Duke Energy Dan River Steam Station DR-14 10/8/2014 1789171 997005 539.5 63.1 NR 31.9 90 4 mud rotary Duke Energy Dan River Steam Station DR-15 10/30/2014 1790060 997550 496.3 66 NR NA 90 4 mud rotary Duke Energy Dan River Steam Station DR-15A 10/29/2014 1790056 997546 496.5 29 20 20.59 90 8 hollow stem Duke Energy Dan River Steam Station HA-1 10/21/2014 1790655 998602 513.7 9 8.5 8.5 90 4 hand auger Duke Energy Dan River Steam Station HA-2 10/21/2014 1790707 998636 514.7 9 NE NE 90 4 hand auger Duke Energy Dan River Steam Station HA-3 10/21/2014 1790673 998575 500.1 15 14 14 90 4 hand auger Duke Energy Dan River Steam Station HA-4 10/21/2014 1790730 998606 497.9 15 14 14 90 4 hand auger NR- Not Recorded, NA-Not Available, NE-Not Encountered *Groundwater depth recorded in Companion Well 11/21/2014 DR-1 DR-1 15.0 SC Embankment Fill 4.8 56.0 39.2 32 20 12 DR-1 DR-1 19.5 SC Embankment Fill 2.1 59.1 38.8 36 19 17 DR-1 33.5 35 CL Foundation - Residuum 41 21 20 DR-2 DR-2 19.5 SC Embankment Fill 3.4 60.7 35.9 32 22 10 DR-2 33.5 35 CH Foundation - Residuum 41 22 19 DR-3 DR-3 14.5 SC Embankment Fill 19.1 50.7 30.2 37 19 18 DR-3 19 20.5 SM Embankment 32 NR NR NR DR-4 1 1.0 2.5 CL Embankment Fill 4.3 36.9 58.8 20.6 40 18 22 DR-4 UD-2 6.4 6.9 ML Embankment 21.2 106.6 DR-4 UD-2 6.9 7.4 ML Embankment 20.3 107.2 DR-4 UD-2 7.4 7.9 ML Embankment 26.9 96.9 DR-4 DR-4 19.5 SC Embankment Fill 6.4 57.7 35.9 34 23 11 DR-4 9 23.5 25.0 CL Embankment Fill 3.3 43.0 53.7 -0.1 32 20 12 DR-4 10 28.5 30.0 CL Embankment Fill 3.3 43.0 53.7 -0.1 32 30 12 DR-4 12 38.5 40.0 CL Alluvium 2.8 44.4 52.8 35 20 15 DR-5 UD-1 9.9 10.4 CL Embankment DR-5 UD-1 10.4 10.9 CL Embankment DR-5 7 18.5 20.0 CH Embankment Fill 7.6 27.2 65.2 0.1 54 22 32 DR-5 38.5 40.0 -Alluvium 28.9 NV NP NP DR-5 13 43.5 45.0 SM Alluvium 0 64.2 35.8 NV NP NP DR-6 DR-6 12.0 SC Embankment Fill 16.3 55.8 27.9 37 19 18 DR-6 DR-6 17.0 SC Embankment Fill 4.8 49.1 46.1 47 19 28 DR-6 DR-6 24.5 SC Embankment Fill 10.5 42.3 47.2 50 22 28 DR-6 DR-6 29.5 SC Embankment Fill 13.8 50.7 35.5 42 22 20 DR-6 38.5 40 MH Foundation 39 26 13 DR-6 43.5 45 SM Foundation 35.4 287.0 28.0 0.0 39.9 Secondary Ash Basin ROCKI-238 Sp e c i f i c G r a v i t y Gr a v e l Sa n d Fi n e s Na t u r a l W a t e r C o n t e n t ( % ) Ma t e r i a l Or i g i n Unconsolidated Undrained Triaxial Shear Consolidated Undrained Triaxial Shear Co h e s i o n , c ( K S F ) Ph i a n g l e , ɸ Co h e s i o n , c ( K S F ) Ph i a n g l e , ɸ SAMPLE INFORMATION TABLE 3.2 SUMMARY OF LABORATORY TESTING RESULTS Dan River Steam Station Reconstituted Design Amec Foster Wheeler Environment & Infrastructure, Inc. PROJECT NO 7810-14-0150 Grain Size (Passing %) Atterberg Limits Li q u i d L i m i t , L L Pl a s t i c L i m i t , P L Pl a s t i c i t y I n d e x , P I Bo r i n g N u m b e r Sa m p l e N u m b e r Sa m p l e T o p D e p t h , f e e t Sa m p l e B o t t o m D e p t h , f e e t US C S S y m b o l Dr y D e n s i t y ( p c f ) PHYSICAL PROPERTIES Consolidated Undrained Corrected for Pore Pressure Triaxial Shear Ef f e c t i v e C o h e s i o n , c ' ( K S F ) Ef f e c t i v e P h i a n g l e , ɸ ' Or g a n i c C o n t e n t Secondary Ash Basin ROCKI-238 Sp e c i f i c G r a v i t y Gr a v e l Sa n d Fi n e s Na t u r a l W a t e r C o n t e n t ( % ) Ma t e r i a l Or i g i n Unconsolidated Undrained Triaxial Shear Consolidated Undrained Triaxial Shear Co h e s i o n , c ( K S F ) Ph i a n g l e , ɸ Co h e s i o n , c ( K S F ) Ph i a n g l e , ɸ SAMPLE INFORMATION TABLE 3.2 SUMMARY OF LABORATORY TESTING RESULTS Dan River Steam Station Reconstituted Design Amec Foster Wheeler Environment & Infrastructure, Inc. PROJECT NO 7810-14-0150 Grain Size (Passing %) Atterberg Limits Li q u i d L i m i t , L L Pl a s t i c L i m i t , P L Pl a s t i c i t y I n d e x , P I Bo r i n g N u m b e r Sa m p l e N u m b e r Sa m p l e T o p D e p t h , f e e t Sa m p l e B o t t o m D e p t h , f e e t US C S S y m b o l Dr y D e n s i t y ( p c f ) PHYSICAL PROPERTIES Consolidated Undrained Corrected for Pore Pressure Triaxial Shear Ef f e c t i v e C o h e s i o n , c ' ( K S F ) Ef f e c t i v e P h i a n g l e , ɸ ' Or g a n i c C o n t e n t DR-7 2 3.0 4.5 CL Embankment Fill 6.4 38.2 55.4 0.1 44 22 22 DR-7 UD-1 7.4 7.9 SM Embankment Fill 27.7 95.7 DR-7 UD-1 7.9 8.4 SM Embankment Fill 25.3 99.2 DR-7 UD-1 8.4 8.9 SM Embankment Fill 25.0 99.9 DR-7 6 13.5 15.0 CL Embankment Fill 0.4 41.8 57.8 0.0 34 23 11 DR-7 DR-7 19.5 ML Ash Fill 0 16.4 83.6 NV NP NP DR-7 DR-7 23.5 CL Embankment Fill 6.4 30.6 63 34 20 14 DR-7 13 43.5 45.0 CL Embankment Fill 0 43.6 56.4 0.8 29 18 11 DR-8 DR-8 21.0 SM Ash Fill 8.3 43.3 48.4 NV NP NP DR-8 DR-8 27.0 SC Embankment Fill 16.1 46.1 37.8 33 19 14 DR-8 DR-8 29.0 SC Embankment Fill 13.7 52.5 33.8 33 18 15 DR-8 DR-8 34.5 CL Embankment Fill 1.7 48.2 50.1 39 23 16 DR-12 5 8.5 10.0 SC Embankment Fill 5.8 46.2 48 0.1 34 23 11 DR-12 UD-2 15.4 15.9 CL Embankment Fill 88.1 DR-12 UD-2 15.9 16.4 CL Embankment Fill 84.9 DR-12 UD-2 16.4 16.9 CL Embankment Fill 81.3 DR-12 UD-3 28.4 28.9 CL Embankment Fill 102.1 DR-12 UD-3 27.9 28.4 CL Embankment Fill 104.3 DR-12 12 33.5 35.0 CL Embankment Fill 0 35.1 64.9 0.2 31 19 12 DR-12 14 43.5 45.0 SM Embankment Fill 0 81.7 18.3 NV NP NP DR-12 15 48.5 50.0 SM Embankment Fill 0 71.1 28.9 NV NP NP DR-12 16 53.5 55.0 SM Alluvium 0 57.5 42.5 29.9 NV NP NP DR-13 2 3.0 4.5 ML Embankment Fill 0.5 37.1 62.4 -0.2 36 25 11 DR-13 UD-1 7.4 7.9 CL Embankment Fill 96.7 DR-13 UD-1 8.4 8.9 CL Embankment Fill 96.5 DR-13 UD-1 7.9 8.4 CL Embankment Fill 90.2 DR-13 6 13.5 15.0 SC Embankment Fill 14.8 43.8 41.4 41 22 19 DR-13 UD-2 15.4 15.9 CL Embankment Fill 98.3 DR-13 UD-2 15.9 16.4 CL Embankment Fill 95.2 DR-13 UD-2 16.4 16.9 CL Embankment Fill 91.6 29.1 223.0 21.7 0.2 31.5 170.0 29.328.4 477.0 17.2 258.0 Primary Ash Basin ROCKI-237 29.2 23.7 203.0 24.3 131.0 32.6 35.9 275.0 13.8 Secondary Ash Basin ROCKI-238 Sp e c i f i c G r a v i t y Gr a v e l Sa n d Fi n e s Na t u r a l W a t e r C o n t e n t ( % ) Ma t e r i a l Or i g i n Unconsolidated Undrained Triaxial Shear Consolidated Undrained Triaxial Shear Co h e s i o n , c ( K S F ) Ph i a n g l e , ɸ Co h e s i o n , c ( K S F ) Ph i a n g l e , ɸ SAMPLE INFORMATION TABLE 3.2 SUMMARY OF LABORATORY TESTING RESULTS Dan River Steam Station Reconstituted Design Amec Foster Wheeler Environment & Infrastructure, Inc. PROJECT NO 7810-14-0150 Grain Size (Passing %) Atterberg Limits Li q u i d L i m i t , L L Pl a s t i c L i m i t , P L Pl a s t i c i t y I n d e x , P I Bo r i n g N u m b e r Sa m p l e N u m b e r Sa m p l e T o p D e p t h , f e e t Sa m p l e B o t t o m D e p t h , f e e t US C S S y m b o l Dr y D e n s i t y ( p c f ) PHYSICAL PROPERTIES Consolidated Undrained Corrected for Pore Pressure Triaxial Shear Ef f e c t i v e C o h e s i o n , c ' ( K S F ) Ef f e c t i v e P h i a n g l e , ɸ ' Or g a n i c C o n t e n t DR-13 9 23.5 25.0 ML Ash Fill 2.7 26 26 1.3 36 30 6 DR-13 12 38.5 40.0 SM Embankment Fill 11.4 54.3 34.3 NV NP NP DR-13 14 48.5 50.0 SM Embankment Fill 0.5 53.1 46.4 1.0 32 25 7 DR-14 5 9.0 10.5 ML Embankment Fill 5.4 44.3 50.3 35 26 9 DR-14 6 13.5 15.0 CH Embankment Fill 1 39.9 59.1 0.2 50 24 26 DR-14 13 33.5 35.0 CL Embankment Fill 0 29.5 70.5 0.2 46 21 25 DR-14 15 38.5 40.0 CL Embankmeny Fill 1.3 44.3 54.4 26 17 9 DR-14 22 55.0 56.5 CL Alluvium 0 40.9 59.1 1.0 33 23 10 DR-15 10 18 SC Alluvium 46.6 33 24 9 DR-14/DR-12 UD-2 16.4 16.9 CL Embankment Fill 34.0 91.8 DR-14/DR-12 UD-2 15.0 15.4 CL Embankment Fill 35.9 85.6 DR-14/DR-12 UD-2 15.9 16.4 CL Embankment Fill 34.0 119.1 DR-12/DR-13 UD-1 5.9 6.4 CL Embankment Fill 29.1 94.4 DR-12/DR-13 UD-1 7.0 7.4 CL Embankment Fill 30.5 93.7 DR-12/DR-13 UD-1 6.4 6.9 CL Embankment Fill 29.1 96.9 NR-Not recorded, NV-No value, NP-Non plastic 236.0 18.5 99.0 33.0 230.0 16.0 279.0 26.9 Amec Foster Wheeler Environment and Infrastructure Inc. Boring Number Ground Surface Elev., ft Date Completed Depth of Fill, ft Depth, ft Thickness, ft Top Elevation, ft Depth, ft Thickness, ft Top Elevation, ft Refusal Depth, ft Refusal Elevation, ft Rock Core Depths, ft Depth to Water*, ft Water Elevation, ft DR-7 539.6 10/16/2014 37 37 25 502.6 62 7 477.6 63.5 476.1 35.9 503.7 DR-8 539.4 10/29/2014 37 37 25 502.4 62 5 477.4 64 475.4 67 NR NR DR-9 539.7 10/13/2014 60 60 24 479.7 NR NR DR-10 539.6 10/7/2014 60 60 20.8 479.6 NR NR DR-11 539.7 10/24/2014 37 37 25 502.7 62 73.5 477.7 63.5 475.2 73.5 NR NR DR-12 539.9 10/14/2014 49 49 13 490.9 62 6.1 477.9 65 474.9 NR NR DR-13 539.5 10/15/2014 37 37 25 502.5 62 6 477.5 63.5 476 31.6 507.9 DR-14 539.5 10/8/2014 50 50 10 489.5 60 3.1 479.5 63.1 478 31.9 507.6 DR-15 496.3 10/30/2014 5 5 17 491.3 22 3.5 474.3 21.5 474.8 26 NR NR DR-15A 496.5 10/29/2014 29 20.59 475.9 Secondary Ash Basin Boring Number Ground Surface Elev., ft Date Completed Depth of Fill, ft Depth, ft Thickness, ft Top Elevation, ft Depth, ft Thickness, ft Top Elevation, ft Refusal Depth, ft Refusal Elevation, ft Rock Core Depths, ft Depth to Water, ft Water Elevation, ft DR-1 528.6 10/22/2014 27 27 5 501.6 43 3 485.6 43 485.6 47 NR NR DR-2 529.1 10/17/2014 27 27 5 502.1 43 3.5 486.1 43 486.1 19.9 509.2 DR-3 529.3 10/22/2014 32 32 5 497.3 42 5 487.3 44 485.3 47 NR NR DR-4 529.6 10/16/2014 32 32 11 497.6 43 8 486.6 44 485.6 14.8 514.8 DR-5 529.4 10/9/2014 27 27 20 502.4 47 11.5 482.4 49.5 479.9 17.9 511.5 DR-6 529.5 10/28/2014 32 32 20 497.5 52 5 477.5 54 475.5 57 NR NR HA-1 513.7 10/21/2014 9 9 9 504.7 8.5 505.2 HA-2 514.7 10/24/2014 9 9 9 505.7 NE NE HA-3 500.1 10/21/2014 14 14 14 486.1 14 486.1 HA-4 497.9 10/21/2014 14 14 14 483.9 14 483.9 Alluvium/Residuum Bedrock Alluvium/Residuum Bedrock * Groundwater depth recorded in companion well, NR-Not Recorded, NE-Not Encountered Dan River Steam Station Reconstituted Design Subsurface Condition Summary by Boring Table 3-3 Project No. 7810140150 FIGURES PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 17810140150 Source: USDA-NRCS Digital Raster Graph Mosaic, dated 2007. ST770 ST87 £¤311 Rockingham County NN OO RR TT HH CC AA RR OO LL II NN AA VV II RR GG II NN II AA Eden Sources: Esri, HERE, DeLorme, TomTom, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, MapmyIndia, © OpenStreetMap contributors, and the GIS User Community r KEC 12/29/2014 TJG 12/29/2014 SITE LOCATION MAPDAN RIVER STEAM STATIONROCKINGHAM COUNTY, NORTH CAROLINA ^_ NORTH CAROLINA Secondary Ash Basin Primary Ash Basin Copyright:© 2013 National Geographic Society, i-cubed Project Location 0 10,000 20,0005,000 Feet PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 0 700 1,400 2,100 2,800350Feet 2 Source: USDA-FSA-APFO NAIP MrSID Mosaic for Rockingham County, North Carolina, dated 2012. D a n R i v e r SecondaryAsh Basin PrimaryAsh Basin OVERALL SITE PLANDAN RIVER STEAM STATIONROCKINGHAM COUNTY, NORTH CAROLINA r KEC 12/29/2014 TJG 12/29/2014 7810140150 DUKE PROPERTY BOUNDARY !U!U !U "J "J "J "J "J "J "J "J "J "J !P !P!P !P !P !U !U !U !U !U !U !U !U !U !U !U !U !!! !!! !!! !!! !!! !!! !!! !!! !!! !. !. !. !. !. !. !. !. !!! !!!!U !U !U !U !U !U !U !U !U !U !!! #0 #0 !. #0 #0 !.! #0 #0 !. #0 #0 #0!.!#0 #0 !. #0 !. #0 !.! #0 #0 #0 !. "/ "/ "/ "/ !. !U !U !U !U !U !U !U DAN RIVER FACILITY E-E C-C D-D B-B A-A PrimaryAsh Basin SecondaryAsh Basin D a n R i v e r P1 P2 P10 P9 P3 P4 P5 P6 P7 P11 MW-21D/S MW-22D/SMW-9/9D MW-10/10D MW-11/11DOW-315S OW-318D OW-317D OW-319S OW-312D OW-314D OW-310S OW-313D OW-311D OW-308D OW-307D OW-309D C-301 C-306 C-302 C-305 C-304 C-303 C-308 C-307 C-309 B-314B-315 B-312 B-307 B-308 B-309 B-311 B-310 C-310 C-311OW-315D OW-312S OW-314S OW-319D OW-310D DPT-304 DPT-303 DPT-302 DPT-306 DPT-301 C-312 OW-2OW-3 OW-1 50 0 5 2 0 56056 5 540 530 57 0 515 57 5 535 555 510 555 530 4 9 5 525 530 55 5 54 5 500 520 5 7 5 515 575 52 0 4 9 0 520 54 5 530 580 5 5 0 540 510 550 550 5 2 5 485 5 0 5 55 0 510 535 5 1 0 485 530 5 5 0 545 5 2 5 525 525 555 5 0 0 485 5 6 5 53 5 490 5 6 5 565 550 5 2 5 495 570 53 5 560 570 530 52 5 56 5 5 2 5 5 2 5 535 530 495 530 490 58 0 52 5 555 57 0 5 1 5 52 0 51 0 54 5 54 0 515 50 0 530 555 57 5 5 1 5 555 535 56 5 56057 5 56 0 535 535 535 535 52 5 525 525 510 5 5 0 5 5 0 525 515 535 530 5 8 0 525 545 525 535 535 535 5 1 5 56 5 520 56 5 520 535 5 6 0 525 53 0 535 5 5 5 520 540 525 560 525 535 5 0 5 525 525 560 560 545 530 530 555 550 525 530 565 535 530 525 525 525 520 515 510 505 500 495 490 485 535 535 530 525 520 515 510 505 500 495 490 485 560 555 550 545 540 535 530 525 520 515 510 505 565 560555 550545 540 535 530 525 530 525 520515 510 505 495 490 485 550 545 540 535 535 535 535 530 525 520 515 510 505 500 535 530 525 520 515 510 500 495 490 575 570 565 560 545 540 53553 0 485 490 500 505 510 515 520 525 560 555 550 545 540 535 530 52 5 495 595 590 585 580 575 570 555 535 5 2 5 525 52 0 5 1 5 51 0 505 4 9 5 595 590 58 5 565 560 560 530 525 560 555 550 545 540 535 5 7 0 555 550 545 5 4 0 53 5 530 525 520 515 510 505 500 525 505 495 535 530 525 520 510 525 525 520 515 510 55 5 550 54 5 5 4 0 5 3 5 52 5 5 2 5 5 2 5 5 2 0 515 5 7 5 56 0 55 5 5 4 5 535 535 535 530 525 54 5 540 53 5 530 525 560555550 545 570 565 535 535 565 550 545540 530 5 2 0 5 1 5 5 1 0 595 585 580 57 0 515 505 500 495 530 530 530 525 500 495 490 485 570 55 0 54 5 54 0 52 5 5 0 5 540 535 530 530 525 52056 0 5 5 5 550 540 535 530 49 5 49 0 4 8 5 5 3 0 5 2 5 52 5 535 530 530 530 525 535 53 0 52 5 540 535 535 530525 555 535 525 535 530 530 5 3 5 53 0 52 5 53 5 530 530 58 5 58 0 57 5 570 560 5 5 5 52 0 515 535 530 52 5 520 56 0 55 5 550 555 550 545 535 5 3 0 5 7 0 56 5 535 525 520 515 530 52 5 525 520 535 53 0 51 5 505 535 530 535 505 485 535 530 570 565 5 0 0 4 9 5 4 9 0 4 8 5 545 540 535 53 0 580 570 525 535 530 53 5 530 525 565 56 0 525 52 5 5 1 5 520 56 0 55 0 535 560 555 535 530 515 530 5 0 5 520 520 535 485 555 530 525 525 490 495 5 1 0 570 535 525 535 53 0 575 540 57 0 56 5 52 0 545 545 555 525 5 3 0 535 530 5 3 0 535 560 535 535 5 2 5 500 490 485 505 5 1 0 5 2 0 53 5 535 540 535 530 5 5 5 535 525 535 5 2 5 5 4 0 525 53 0 5 1 0 525 535 535 530 540 5 1 0 525 53 0 525 535 530 540 525 560 5 2 0 5 4 0 5 3 5 56 0 525 525 520 525 535 540 5 2 5 560 DR-11 DR-07CPT-05 DR-08 DR-13 SCPT-06 DR-12 DR-09 CPT-07 DR-10 DR-14 DR-15SCPT-08DR-15A DR-06 CPT-04 DR-05 CPT-03 DR-04 SCPT-02DR-03 DR-02 DR-01 CPT-01 HA-02 HA-04 HA-03HA-01 CPT-7A ROCKI-237-OW11 ROCKI-237-OW10 ROCKI-238-OW09 ROCKI-238-OW08 ROCKI-238-OW07 ROCKI-237-OW12 ROCKI-237-OW13 PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 0 130 260 Feet 3 SUBSURFACE EXPLORATION AND CROSS SECTIONLOCATION MAP - AERIAL PHOTODAN RIVER STEAM STATIONNORTH CAROLINA¯ SJP TJG12/29/14 12/29/14 SOURCE: AERIAL PHOTOGRAPHY FLOWN MAY 5, 2014; TOPOGRAPHIC MAPPING FROM AERIAL PHOTOGRAPHY DATED FEBRUARY 7, 2014. 7810140150 EXISTING BORINGS !U OBSERVATION WELL (OW) !!!CPT (C) !U DPT (DPT) !.BORING (B) !P DUKE VOLUNTARY WELL (MW) !P DUKE COMPLIANCE WELL (MW) "J EXISTING DUKE PIEZOMETER (P) !U EXISTING DUKE OBSERVATION WELL (OW) TOPOGRAPHIC CONTOURS - 5 FT (2/7/14) TOPOGRAPHIC CONTOURS - 1 FT (2/7/14) ANALYSIS CROSS SECTION #0 SOIL BORING !U MONITORING WELL "/HAND AUGER BORING !.CONE PENETRATION TEST BORING !.!SEISMIC CONE PENETRATION TEST BORING !U!U !U "J "J "J "J "J "J "J "J "J "J !P !P!P !P !P !U !U !U !U !U !U !U !U !U !U !U !U !!! !!! !!! !!! !!! !!! !!! !!! !!! !. !. !. !. !. !. !. !. !!! !!!!U !U !U !U !U !U !U !U !U !U !!! #0 #0 !. #0 #0 !.! #0 #0 !. #0 #0 #0!.!#0 #0 !. #0 !. #0 !.! #0 #0 #0 !. "/ "/ "/ "/ !. !U !U !U !U !U !U !U DAN RIVER FACILITY E-E C-C D-D B-B A-A PrimaryAsh Basin SecondaryAsh Basin P1 P2 P10 P9 P3 P4 P5 P6 P7 P11 MW-21D/S MW-22D/SMW-9/9D MW-10/10D MW-11/11DOW-315S OW-318D OW-317D OW-319S OW-312D OW-314D OW-310S OW-313D OW-311D OW-308D OW-307D OW-309D C-301 C-306 C-302 C-305 C-304 C-303 C-308 C-307 C-309 B-314B-315 B-312 B-307 B-308 B-309 B-311 B-310 C-310 C-311OW-315D OW-312S OW-314S OW-319D OW-310D DPT-304 DPT-303 DPT-302 DPT-306 DPT-301 C-312 OW-2OW-3 OW-1 50 0 5 2 0 56056 5 540 530 57 0 515 57 5 535 555 510 555 530 4 9 5 525 530 55 5 54 5 500 520 5 7 5 515 575 52 0 4 9 0 520 54 5 530 580 5 5 0 540 510 550 550 5 2 5 485 5 0 5 55 0 510 535 5 1 0 485 530 5 5 0 545 5 2 5 525 525 555 5 0 0 485 5 6 5 53 5 490 5 6 5 565 550 5 2 5 495 570 53 5 560 570 530 52 5 56 5 5 2 5 5 2 5 535 530 495 530 490 58 0 52 5 555 57 0 5 1 5 52 0 51 0 54 5 54 0 515 50 0 530 555 57 5 5 1 5 555 535 56 5 56057 5 56 0 535 535 535 535 52 5 525 525 510 5 5 0 5 5 0 525 515 535 530 5 8 0 525 545 525 535 535 535 5 1 5 56 5 520 56 5 520 535 5 6 0 525 53 0 535 5 5 5 520 540 525 560 525 535 5 0 5 525 525 560 560 545 530 530 555 550 525 530 565 535 530 525 525 525 520 515 510 505 500 495 490 485 535 535 530 525 520 515 510 505 500 495 490 485 560 555 550 545 540 535 530 525 520 515 510 505 565 560555 550545 540 535 530 525 530 525 520515 510 505 495 490 485 550 545 540 535 535 535 535 530 525 520 515 510 505 500 535 530 525 520 515 510 500 495 490 575 570 565 560 545 540 53553 0 485 490 500 505 510 515 520 525 560 555 550 545 540 535 530 52 5 495 595 590 585 580 575 570 555 535 5 2 5 525 52 0 5 1 5 51 0 505 4 9 5 595 590 58 5 565 560 560 530 525 560 555 550 545 540 535 5 7 0 555 550 545 5 4 0 53 5 530 525 520 515 510 505 500 525 505 495 535 530 525 520 510 525 525 520 515 510 55 5 550 54 5 5 4 0 5 3 5 52 5 5 2 5 5 2 5 5 2 0 515 5 7 5 56 0 55 5 5 4 5 535 535 535 530 525 54 5 540 53 5 530 525 560555550 545 570 565 535 535 565 550 545540 530 5 2 0 5 1 5 5 1 0 595 585 580 57 0 515 505 500 495 530 530 530 525 500 495 490 485 570 55 0 54 5 54 0 52 5 5 0 5 540 535 530 530 525 52056 0 5 5 5 550 540 535 530 49 5 49 0 4 8 5 5 3 0 5 2 5 52 5 535 530 530 530 525 535 53 0 52 5 540 535 535 530525 555 535 525 535 530 530 5 3 5 53 0 52 5 53 5 530 530 58 5 58 0 57 5 570 560 5 5 5 52 0 515 535 530 52 5 520 56 0 55 5 550 555 550 545 535 5 3 0 5 7 0 56 5 535 525 520 515 530 52 5 525 520 535 53 0 51 5 505 535 530 535 505 485 535 530 570 565 5 0 0 4 9 5 4 9 0 4 8 5 545 540 535 53 0 580 570 525 535 530 53 5 530 525 565 56 0 525 52 5 5 1 5 520 56 0 55 0 535 560 555 535 530 515 530 5 0 5 520 520 535 485 555 530 525 525 490 495 5 1 0 570 535 525 535 53 0 575 540 57 0 56 5 52 0 545 545 555 525 5 3 0 535 530 5 3 0 535 560 535 535 5 2 5 500 490 485 505 5 1 0 5 2 0 53 5 535 540 535 530 5 5 5 535 525 535 5 2 5 5 4 0 525 53 0 5 1 0 525 535 535 530 540 5 1 0 525 53 0 525 535 530 540 525 560 5 2 0 5 4 0 5 3 5 56 0 525 525 520 525 535 540 5 2 5 560 DR-11 DR-07CPT-05 DR-08 DR-13 SCPT-06 DR-12 DR-09 CPT-07 DR-10 DR-14 DR-15SCPT-08DR-15A DR-06 CPT-04 DR-05 CPT-03 DR-04 SCPT-02DR-03 DR-02 DR-01 CPT-01 HA-02 HA-04 HA-03HA-01 CPT-7A ROCKI-237-OW11 ROCKI-237-OW10 ROCKI-238-OW09 ROCKI-238-OW08 ROCKI-238-OW07 ROCKI-237-OW12 ROCKI-237-OW13 PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 0 130 260 Feet 4 SUBSURFACE EXPLORATION AND CROSS SECTIONLOCATIONS MAP - HISTORIC DRAWINGDAN RIVER STEAM STATIONNORTH CAROLINA¯ SJP TG11/24/14 11/24/14 SOURCE OF DRAWING: DUKE DRAWING D-1039-M, REVISION 22, 5/13/94. 7810140150 EXISTING BORINGS !U OBSERVATION WELL (OW) !!!CPT (C) !U DPT (DPT) !.BORING (B) !P DUKE VOLUNTARY WELL (MW) !P DUKE COMPLIANCE WELL (MW) "J EXISTING DUKE PIEZOMETER (P) !U EXISTING DUKE OBSERVATION WELL (OW) TOPOGRAPHIC CONTOURS - 5 FT (2/7/14) TOPOGRAPHIC CONTOURS - 1 FT (2/7/14) ANALYSIS CROSS SECTION #0 SOIL BORING !U MONITORING WELL "/HAND AUGER BORING !.CONE PENETRATION TEST BORING !.!SEISMIC CONE PENETRATION TEST BORING PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 5 LOCATIONS OF INVERTED ROCK FILTERS AND RIP RAP 12011 ASH DAM REMEDIATION PLANSDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 5 _ L o c a t i o n s _ R o c k _ F i l t e r s - 1 . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 6 LOCATIONS OF INVERTED ROCK FILTERS AND RIP RAP 22011 ASH DAM REMEDIATION PLANSDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 6 _ L o c a t i o n s _ R o c k _ F i l t e r s - 2 . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 7 LOCATIONS OF INVERTED ROCK FILTERS AND RIP RAP 32011 ASH DAM REMEDIATION PLANSDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 7 _ L o c a t i o n s _ R o c k _ F i l t e r s - 3 . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 8 LOCATIONS OF INVERTED ROCK FILTERS AND RIP RAP 42011 ASH DAM REMEDIATION PLANSDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 8 _ L o c a t i o n s _ R o c k _ F i l t e r s - 4 . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 9 CROSS SECTION DIAGRAM: A-ADAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 9 _ C r o s s - S e c t i o n _ D i a g r a m _ A - A . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 10 CROSS SECTION DIAGRAM: B-BDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 1 0 _ C r o s s - S e c t i o n _ D i a g r a m _ B - B . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 11 CROSS SECTION DIAGRAM: C-CDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 1 1 _ C r o s s - S e c t i o n _ D i a g r a m _ C - C . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 12 CROSS SECTION DIAGRAM: D-DDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 1 2 _ C r o s s - S e c t i o n _ D i a g r a m _ D - D . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 13 CROSS SECTION DIAGRAM: E-EDAN RIVER STEAM STATIONNORTH CAROLINA SJP TJG1/29/15 1/29/15 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - 1 3 _ C r o s s - S e c t i o n _ D i a g r a m _ E - E . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 14 PRIMARY RISERSTRUCTURAL CONSTRUCTION DRAWINGSDAN RIVER STEAM STATIONNORTH CAROLINA KEC TG12/29/14 12/29/14 SOURCE: DUKE POWER COMPANY, DRAWING NO. D-1039-M-2, REV 1, 1980. 7810140150 Lo c a t i o n : : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - S - 1 _ P r i m a r y _ R i s e r . m x d PREPARED BY DATE CHECKED BY DATE JOB NUMBER FIGURE 152 SECONDARY RISERSTRUCTURAL CONSTRUCTION DRAWINGSDAN RIVER STEAM STATIONNORTH CAROLINA KEC TJG12/29/14 12/29/14 SOURCE: DUKE POWER COMPANY, DRAWING NO. D-1039-K, 1968. 7810140150 Lo c a t i o n : F : \ A M E C _ P r o j e c t s \ 2 0 1 4 \ 7 8 1 0 - 1 4 - 0 1 5 0 _ D a n _ R i v e r \ F i g - S - 2 _ S e c o n d a r y _ R i s e r . m x d BORING LOGS Aggregate Base Coarse[approximately 12 inches thick] Embankment Fill: Medium dense to loose brown (10YR 6/3) to reddish-brown (5YR 5/8) fine to very fine SILTY SAND (SM), dry few rock fragments, trace clay, moist to wet UD-1: PP ~ 1.5 tsf Loose reddish-yellow (7.5YR 6/6) silty fine CLAYEY SAND (SC) with rock fragments, moist Medium stiff reddish-yellow (7.5YR 6/6) silty fine sandy LEAN CLAY (CL), low to medium plasticity, moist UD-3: PP ~ 1.25 tsf Alluvium: Medium dense dark gray (7.5YR 4/1) fine SILTY SAND (SM) with trace organics, moist Residuum: Medium stiff to stiff reddish-brown (5YR 5/8) silty sandy LEAN CLAY (CL) with trace mica, low to medium plasticity, moist Partially Weathered Rock (PWR): Sampled as fine SILTY SAND (SM) (12) 8-7-12 (12) 10-5-8 (12) (13) 6-3-3 (8) 4-3-5 (13) 2-2-3 (10) 2-3-4 (22.5) (15) 2-2-2 (16) 9-13-15 (17) 2-3-3 (16) 3-4-5 50/5" SS-1 SS-2 UD-1 SS-3 SS-4 UD-2 SS-5 SS-6 UD-3 SS-7 SS-8 SS-9 SS-10 NR LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/17/2014 COMP. DATE: 10/22/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary: 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 528.6 523.6 518.6 513.6 508.6 503.6 498.6 493.6 488.6 483.6 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-1 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790859 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Sandstone: Moderately hard, gray and white, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Gneiss: Moderately hard, gray, dark gray, and white, fine to medium-grained, thinly bedded, slightly weathered GNEISS. Likely of sedimentary origin, i.e. a Metamorphosed Greywacke Sandstone. Sandstone: Moderately hard, gray and white, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Siltstone: Dark gray, slightly weathered to unweathered SILTSTONE Boring terminated at 76-feet below existing ground surface. Boring grouted upon completion. 50/0" 98 7 100 80 70 42 97 92 80 43 82 92 NR RC-1 RC-2 RC-3 RC-4 RC-5 RC-6 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/17/2014 COMP. DATE: 10/22/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary: 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 483.6 478.6 473.6 468.6 463.6 458.6 453.6 448.6 443.6 438.6 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-1 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790859 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Reddish-brown, moist Ash Fill: Gray, moist moist to wet Embankment Fill: Reddish-brown, wet Embankment Fill: Gray, wet AU LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Auger Boring - No soil sampling classifications based on auger cuttings SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/7/2014 COMP. DATE: 10/7/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Hollow Stem Auger: 7.5" dia. auger flight L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 8" Grout 539.6 534.6 529.6 524.6 519.6 514.6 509.6 504.6 499.6 494.6 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-10 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789387 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Embankment Fill: Gray, wet Embankment Fill: Reddish-brown, wet moist to wet Partially Weathered Rock (PWR): Interpreted from auger cuttings and auger penetration rate Boring terminated at 80.8-feet below existing ground surface. Groundwater level measured at approximately 25-feet on 10/7/2014. Boring grouted upon completion. LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Auger Boring - No soil sampling classifications based on auger cuttings SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/7/2014 COMP. DATE: 10/7/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Hollow Stem Auger: 7.5" dia. auger flight L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 8" Grout 494.6 489.6 484.6 479.6 474.6 469.6 464.6 459.6 454.6 449.6 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-10 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789387 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Very stiff to stiff reddish-yellow (7.5 YR 6/8) clayey SILT (ML), low plasticity, dry UD-1: PP ~ 2.75 tsf Stiff to very stiff reddish-yellow (7.5 YR 6/8) very fine sandy SILT (ML), low plasticity, dry UD-2: PP ~ 3.75 tsf Ash Fill: Very loose to loose gray (5YR 5/1) very fine to fine sandy Silt(ML), moist to wet UD-3: No Sample Recovered Ash Fill: Stiff gray (5YR 5/1) very fine sandy SILT (ML) with silty clay and trace mica, non-plastic to low plasticity, moist UD-4: PP ~ 2.5 tsf Loose gray (5YR 5/1) very fine to fine sandy SILT (ML), wet Medium dense to loose reddish-brown (5YR 4/3) fine SILTY SAND (SM) with trace mica, moist (11) 4-8-11 (24) (13) 4-6-7 (12) 4-4-8 (13) 4-5-7 (24) (11) 4-6-9 (11) 2-1-2 (NR) 1-4-6 (16) (11) 2-3-3 (12) 1-1-3 (15) 6-7-7 (16) 3-4-3 SS-1 UD-1 SS-2 SS-3 SS-4 UD-2 SS-5 SS-6 UD-3 SS-7 UD-4 SS-8 SS-9 SS-10 SS-11 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/24/2014 COMP. DATE: 10/24/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary: 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 539.7 534.7 529.7 524.7 519.7 514.7 509.7 504.7 499.7 494.7 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-11 CME 55 ATV REMARKS: Page 1 of 3 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789358 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Medium dense to loose reddish-brown (5YR 4/3) fine SILTY SAND (SM) with trace mica, moist Dense white (2.5YR 8/1) very fine SILTY SAND (SM) with rounded rock fragments Partially Weathered Rock (PWR): Sampled as reddish-brown (5YR 5/4) sandy SILT (ML) with trace mica Sandstone/Siltstone: Moderately hard, thickly bedded, fine-grained, gray and red SANDSTONE and gray SILTSTONE. Intensely fractured and moderately weathered from 73.5 to 85.5 ft, then slightly fractured and slightly weathered. (16) 1-3-3 (18) 1-2-2 (18) 1-10-33 50/5" 50/3" 50/0" 87 0 52 22 100 53 100 62 SS-12 SS-13 SS-14 SS-15 SS-16 NR RC-1 RC-2 RC-3 RC-4 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/24/2014 COMP. DATE: 10/24/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary: 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 494.7 489.7 484.7 479.7 474.7 469.7 464.7 459.7 454.7 449.7 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-11 CME 55 ATV REMARKS: Page 2 of 3 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789358 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Sandstone/Siltstone: Moderately hard, thickly bedded, fine-grained, gray and red SANDSTONE and gray SILTSTONE. Intensely fractured and moderately weathered from 73.5 to 85.5 ft, then slightly fractured and slightly weathered. Sandstone: Moderately hard, slightly fractured, slightly weathered, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Sandstone: Moderately hard, gray, slightly fractured, slightly weathered, fine-grained SANDSTONE Sandstone: Moderately hard, slightly fractured, slightly weathered, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Sandstone: Moderately hard, unfractured, slightly weathered, fine-grained, gray and red SANDSTONE Boring terminated at 106.5-feet below existing ground surface. Boring grouted upon completion. 100 100 100 100 100 100 RC-5 RC-6 RC-7 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/24/2014 COMP. DATE: 10/24/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary: 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 449.7 444.7 439.7 434.7 429.7 424.7 419.7 414.7 409.7 404.7 SOIL CLASSIFICATION AND REMARKS NM (%) 95 100 105 110 115 120 125 130 BORING NO.: DR-11 CME 55 ATV REMARKS: Page 3 of 3 D E P T H (ft)90 95 100 105 110 115 120 125 130 135 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789358 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Very stiff light brown (7.5YR 6/4) to reddish-yellow (7.5YR 6/8) slightly micaceous sandy LEAN CLAY (CL), contains clayey sand lenses, low to medium plasticity, moist UD-1: PP ~ 4.0 tsf Medium dense reddish-yellow (7.5YR 6/6) fine to coarse silty CLAYEY SAND (SC), moist Stiff reddish-yellow (7.5yr 6/8) sandy LEAN CLAY (CL) with coal fragments, low to medium plasticity, moist UD-2: PP ~ 0.5 tsf Ash Fill: Loose gray (5YR 4/1) fine SILTY SAND (SM), moist to wet Embankment Fill: Very loose reddish-brown (5YR 6/5) fine to coarse SILTY SAND (SM), moist to wet Medium dense reddish-brown (5YR 6/5) slightly micaceous fine-grained silty CLAYEY SAND (SC), moist to dry Loose gray (5YR 4/1) fine-grained SILTY SAND (SM), slightly micaceous moist UD-3: PP ~ 2.25 tsf Embankment Fill: Stiff gray (7.5YR 4/1) fine to very fine sandy LEAN CLAY (CL), low to medium plasticity, moist Embankment Fill: Loose gray to brown slightly fine SILTY SAND (SM), moist, micaceous Embankment Fill: Loose reddish-brown (5YR 3/2) slightly micaceous fine SILTY SAND (SM), wet (14) 5-7-9 (15) 6-7-10 (14) (13) 3-5-6 (14) 4-5-6 (12) 4-4-7 (22) 2-2-2 (15) 9-12-12 (18.5) (13) 3-4-6 (13) 4-3-5 (16) 4-4-4 (15) 3-3-3 SS-1 SS-2 UD-1 SS-3 SS-4 SS-5 UD-2 SS-6 SS-7 UD-3 SS-8 SS-9 SS-10 SS-11 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/14/2014 COMP. DATE: 10/14/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 539.9 534.9 529.9 524.9 519.9 514.9 509.9 504.9 499.9 494.9 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-12 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789646 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Embankment Fill: Loose reddish-brown (5YR 3/2) slightly micaceous fine SILTY SAND (SM), wet Alluvium: Loose to medium dense reddish-brown (5YR 3/2) micaceous fine SILTY SAND (SM) with some clay, wet Alluvium: Loose to medium dense reddish-brown (5YR 3/2) micaceous fine SILTY SAND (SM) with some clay, wet Partially Weathered Rock (PWR): Sampled as yellowish-brown (10YR 6/4) to reddish-brown (5R 5/3) micaceous SILT (ML) Boring terminated at 68.1-feet below existing ground surface. Boring grouted upon completion. (13) 3-2-3 (15) 3-1-3 (7) 3-8-12 (12) 20-32-50/5" (0.5) 50/1" SS-12 SS-13 SS-14 SS-15 SS-16 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/14/2014 COMP. DATE: 10/14/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 494.9 489.9 484.9 479.9 474.9 469.9 464.9 459.9 454.9 449.9 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-12 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789646 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Very stiff reddish-yellow (5YR 6/6) to red (10YR 4/3) sandy SILT (ML) with trace mica, low to medium plasticity, moist dry Medium dense reddish-yellow (5YR 6/6) to red (10YR 4/8) very fine silty CLAYEY SAND (SC) with clay lenses, moist Stiff yellowish-red (5YR 5/6) to red (10YR 4/3) very fine sandy silty LEAN CLAY (CL) with trace mica and clayey sand lenses, low to medium plasticity, moist UD-1: PP ~ 1.25 tsf Medium dense yellowish-red (5YR 5/6) fine to medium CLAYEY SAND (SC) with trace mica and clay lenses, moist UD-2: PP ~ 3.0 tsf Ash Fill: Loose gray (5Y 3/1) to dark gray (5Y 5/1) very fine to fine SILTY SAND (SM), wet Ash Fill: Very soft to soft dark gray (5Y 3/1) sandy SILT (ML) with organics, wet Embankment Fill: Medium dense to loose yellowish-red (5YR 5/6) slightly micaceous fine silty CLAYEY SAND (SC) with rock fragments and clay lenses, moist Loose yellowish-red (7.5YR 6/6) fine clayey SILTY SAND (SM) with rock fragments, moist Medium stiff reddish-brown (5YR 4/4) micaceous fine silty sandy FAT CLAY (CH), medium to high plasticity, moist (13) 7-6-10 (15) 7-8-9 (12) 3-5-7 (21) (12) 4-5-6 (13) 6-6-6 (22) 3-3-4 WOH (20) (15) 4-5-8 (9) 6-4-4 (15) 3-3-4 (15) 3-2-4 SS-1 SS-2 SS-3 UD-1 SS-4 SS-5 UD-2 SS-6 SS-7 SS-8 SS-9 SS-10 SS-11 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-11 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/14/2014 COMP. DATE: 10/15/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 539.5 534.5 529.5 524.5 519.5 514.5 509.5 504.5 499.5 494.5 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-13 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789863 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Medium stiff reddish-brown (5YR 4/4) micaceous fine silty sandy FAT CLAY (CH), medium to high plasticity, moist Loose to very loose dark gray (5YR 4/1) SILTY SAND (SM) with trace mica, coarse wood fragments, moist to wet Partially Weathered Rock (PWR): Sampled as reddish-brown (2.5YR 3/3) and reddish-gray (2.5YR 5/1) slightly micaceous sandy clayey SILT (ML) Boring terminated at 68-feet below existing ground surface. Boring grouted upon completion. (18) 3-4-3 (18) 1-2-1 (18) 2-2-2 (4) 50/4" 50/0" SS-12 SS-13 SS-14 SS-15 NR LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-11 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/14/2014 COMP. DATE: 10/15/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 494.5 489.5 484.5 479.5 474.5 469.5 464.5 459.5 454.5 449.5 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-13 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789863 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Embankment Fill: Medium dense dark reddish-gray (2.5YR 4/3) slightly micaceous fine to coarse SILTY SAND (SM) with fine to coarse gravel, moist Very stiff to medium stiff brown (7.5YR 5/8) slightly micaceous fine sandy SILT (ML), low to medium plasticity, moist UD-1: PP ~ 2.75 tsf Stiff reddish-yellow (5YR 6/8) micaceous sandy FAT CLAY (CH), medium to high plasticity, moist UD-2: PP ~ 2.5 tsf Ash Fill: Very loose to loose gray (5YR 5/1) and dark gray (5YR 4/1) fine SILTY SAND (SM) with trace coarse coal fragments, moist UD-3: PP ~ 0.75 tsf Embankment Fill: Soft to stiff reddish-yellow (5YR 6/6) sandy LEAN CLAY (CL), low to medium plasticity, moist Very loose gray (5YR 5/1) fine SILTY SAND (SM), slightly micaceous, moist to wet (6) 15-9-11 (14) 6-8-10 (11) 5-5-2 (17) (15) 4-5-8 (15) 4-5-6 (16) 2-2-2 (21) (11) 3-4-3 (10) 2-3-5 (9) 3-4-5 (10) 2-1-3 (13) 4-5-7 (10) 3-2-2 (18) 2-1-1 (15) 1-2-2 SS-1 SS-2 SS-3 UD-1 SS-4 SS-5 UD-2 SS-6 UD-3 SS-7 SS-8 SS-9 SS-10 SS-11 SS-12 SS-13 SS-14 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-12 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/8/2014 COMP. DATE: 10/8/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 539.5 534.5 529.5 524.5 519.5 514.5 509.5 504.5 499.5 494.5 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-14 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789171 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Soft to medium stiff gray (5YR 5/1) to reddish-brown (5YR 4/3) slightly micaceous sandy LEAN CLAY (CL), low to medium plasticity, moist Alluvium: Soft reddish-brown (2.5YR 4/4) very fine sandy LEAN CLAY (CL), low to medium plasticity, moist Dense gray (5YR 5/1) to light gray (10YR 7/1) fine to coarse WELL-GRADED SAND (SW) with gravel and trace clay, moist Partially Weathered Rock (PWR): Sampled as reddish-brown (2.5 YR 4/4) micaceous sandy SILT (ML) with rock fragments Boring terminated at 63.1-feet below existing ground surface. Boring grouted upon completion. (15) 2-1-3 (15) 2-2-3 (18) 2-2-2 (18) 1-1-2 (18) 2-1-2 16-16-15 23-47-50/4" 50/0" SS-15 SS-16 SS-17 SS-18 SS-19 SS-20 SS-21 NR LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-12 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/8/2014 COMP. DATE: 10/8/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 494.5 489.5 484.5 479.5 474.5 469.5 464.5 459.5 454.5 449.5 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-14 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789171 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Embankment Fill: Soft to stiff yellowish-brown (10YR 5/4) sandy SILT (ML) with trace mica and roots, low to medium plasticity, dry Alluvium: Very loose gray and white GRAVEL, moist Soft to very soft gray to black (10YR 2/1) silty SAND (SM), medium plasticity, moist Very dense gray and white silty fine CLAYEY SAND (SC) with rock fragments, moist Partially Weathered Rock (PWR): Sampled as brown (10YR 4/3) coarse to fine SILTY SAND (SM) with rock fragments, moist Sandstone: Moderately hard, light brown and gray, intensely fractured, fine-grained SANDSTONE Sandstone: Moderately hard to hard, gray, slightly fractured, slightly weathered, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Sandstone: Moderately hard, gray, intensely fractured, moderately weathered, fine-grained SANDSTONE (6) 1-1-1-2 (8) 4-7-7-6 (13) 6-3-4-4 (0) 2-2-2-2 (0) 2-2-1-2 (3) 1-1-1-1 (6) 1-1-WOH-WOH (6) 1-1-1-WOH (6) 1-1-1-WOH (5) 1-4-2-6 (13) 5-21-34-50/5" 50/4" 50/3" 70 43 83 18 93 33 40 0 SS-1 SS-2 SS-3 SS-4 SS-5 SS-6 SS-7 SS-8 SS-9 SS-10 SS-11 SS-12 SS-13 RC-1 RC-2 RC-3 RC-4 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/30/2014 COMP. DATE: 10/30/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 496.3 491.3 486.3 481.3 476.3 471.3 466.3 461.3 456.3 451.3 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-15 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790060 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Sandstone: Moderately hard to hard, gray, slightly fractured, slightly weathered, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Sandstone: Moderately hard to hard, moderately fractured, slightly weathered, thickly bedded gray and red, fine-grained SANDSTONE Boring terminated at 66-feet below existing ground surface. Boring grouted upon completion. 100 87 100 92 100 100 RC-5 RC-6 RC-7 RC-8 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/30/2014 COMP. DATE: 10/30/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 451.3 446.3 441.3 436.3 431.3 426.3 421.3 416.3 411.3 406.3 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-15 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790060 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 UD-1: PP ~ 1.5 tsf UD-2: PP ~ 1.75 tsf UD-3: No Recovery Boring terminated at 29-feet below existing ground surface. Groundwater level not encountered at time of drilling. Boring grouted upon completion. (24) (17) (NR) AU UD-1 AU UD-2 AU UD-3 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-13 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/29/2014 COMP. DATE: 10/29/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Hollow Stem Auger: 7.5" dia. auger flight L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 496.5 491.5 486.5 481.5 476.5 471.5 466.5 461.5 456.5 451.5 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-15A CME 55 ATV REMARKS: Page 1 of 1 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790056 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Medium dense to loose reddish-yellow (7.5YR 7/8) sandy slightly clayey fine to very fine SILTY SAND (SM) with trace rock fragments, dry to moist UD-1: PP ~ 2.25 tsf Loose reddish-yellow (7.5YR 7/8) fine silty CLAYEY SAND (SC) with rounded rock fragments, moist to wet UD-2: PP ~ 1.5 tsf Loose reddish-yellow (7.5YR 7/8) slightly clayey fine SILTY SAND (SM) with rock fragments, moist to wet Alluvium: Medium dense dark gray (10YR 3/1) fine SILTY SAND (SM) with a trace of organics Residuum: Medium stiff yellowish-red (5YR 4/6) micaceous sandy Lean Clay (CL), medium to high plasticity, moist Loose reddish-brown (5YR 4/4) slightly micaceous silty fine to very fine CLAYEY SAND (SC), moist Partially Weathered Rock (PWR): Sampled as SILTY SAND (SM) 3-4-7 (13) 10-11-15 (17) (10) 3-4-5 (10) 2-3-4 (16) (9) 2-2-3 (16) 2-3-4 (0) 2-2-2 (18) 5-13-13 (15) 2-3-3 (18) 3-4-5 50/4" SS-1 SS-2 UD-1 SS-3 SS-4 UD-2 SS-5 SS-6 SS-7 SS-8 SS-9 SS-10 NR LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-07 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/17/2014 COMP. DATE: 10/17/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 529.1 524.1 519.1 514.1 509.1 504.1 499.1 494.1 489.1 484.1 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-2 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790783 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Partially Weathered Rock (PWR): Sampled as SILTY SAND (SM) Auger refusal at approximately 46.5-feet below existing ground surface. Boring grouted upon completion. 40/0"NR LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-07 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/17/2014 COMP. DATE: 10/17/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 484.1 479.1 474.1 469.1 464.1 459.1 454.1 449.1 444.1 439.1 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-2 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790783 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Stiff to very stiff reddish-yellow (7.5YR 6/8) fine sandy SILT (ML) with trace clay, low to medium plasticity, dry Medium dense reddish-yellow (7.5YR 6/6) medium to fine SILTY SAND (SM), moist Stiff to medium stiff reddish-yellow (7.5YR 6/6) fine sandy SILT (ML) with trace clay, low to medium plasticity, moist UD-1: PP ~ 3.5 tsf Loose reddish-yellow (7.5YR 6/6) fine clayey SAND (SC), moist Loose to medium dense brown (7.5YR 5/8) slightly clayey fine SILTY SAND (SM) with rock fragments, moist UD-2: PP ~ 2.5 tsf Hard drilling from 22.5-23.5 feet Alluvium: Medium stiff brown (7.5YR 5/8) clayey ELASTIC SILT (MH) with trace mica and sand, moist Residuum: Stiff brown (7.5YR 4/6) fine sandy Lean Clay (CL), medium plasticity, moist Partially Weathered Rock: Sampled as SILTY SAND (SM) with rock fragments, moist (15) 4-5-7 (13) 8-9-8 (13) 5-7-9 (20) (15) 4-4-5 (10) 3-3-3 (21) (13) 3-5-5 5-4-5 (9) 7-7-8 (13) 3-3-4 (15) 3-5-7 (13) 24-50/3" SS-1 SS-2 SS-3 UD-1 SS-4 SS-5 UD-2 SS-6 SS-7 SS-8 SS-9 SS-10 SS-11 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/22/2014 COMP. DATE: 10/22/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. & J. Smith, P.G. 4" Grout 529.3 524.3 519.3 514.3 509.3 504.3 499.3 494.3 489.3 484.3 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-3 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790690 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Partially Weathered Rock: Sampled as SILTY SAND (SM) with rock fragments, moist Sandstone: Moderately hard to hard, gray and white, slightly weathered, slightly fractured, fine-grained SANDSTONE Mudstone: Moderately hard to hard, greenish-gray, slightly weathered, slightly fractured, MUDSTONE Sandstone: Moderately hard to hard, gray and white, slightly weathered, moderately fractured, fine-grained SANDSTONE Boring terminated at 76-feet below existing ground surface. Boring grouted upon completion. 92 88 100 98 98 82 98 90 100 70 80 52 RC-1 RC-2 RC-3 RC-4 RC-5 RC-6 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/22/2014 COMP. DATE: 10/22/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. & J. Smith, P.G. 4" Grout 484.3 479.3 474.3 469.3 464.3 459.3 454.3 449.3 444.3 439.3 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-3 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790690 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Stiff reddish-brown (5YR 4/4) and gray (5YR 6/1) mottled, sandy LEAN CLAY (CL) with clayey sand lenses, low to medium plasticity, dry to moist Medium dense to loose brown (7.5YR 6/4) fine SILTY SAND (SM) with clay and rock fragments, dry to moist UD-1: PP > 5.0 tsf UD-2: PP ~ 4.0 tsf Medium dense to loose reddish-brown (5YR 6/6) silty clayey fine SANDY (SC) with trace rock fragments and mica, low plasticity, moist UD-3: PP ~ 3.25 tsf Stiff reddish-yellow (7.5YR 6/8) micaceous fine to medium LEAN CLAY (CL) with sand, moist Alluvium: Medium stiff reddish-brown (5YR 5/4) and gray (5YR 6/1) mottled, fine sandy LEAN CLAY (CL) with trace fine sand, low to medium plasticity, moist Partially Weathered Rock: Sampled as rock fragments (smooth) (10) 3-4-6 (12) (13) 12-8-7-7 (19) (13) 5-5-5-4 (9) 4-5-8 (22) (13) 2-2-2 (9) 3-4-6 (13) 3-6-7 (17) 2-3-4 (17) 2-3-3 50/4" SS-1 UD-1 SS-2 UD-2 SS-3 SS-4 UD-3 SS-5 SS-6 SS-7 SS-8 SS-9 SS-10 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-08 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/10/2014 COMP. DATE: 10/16/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 529.6 524.6 519.6 514.6 509.6 504.6 499.6 494.6 489.6 484.6 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-4 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790605 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Partially Weathered Rock: Sampled as rock fragments (smooth) rock fragments (slaty) Boring terminated at 51-feet below existing ground surface. Boring grouted upon completion. 50/1" 50/0" SS-11 NR LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-08 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/10/2014 COMP. DATE: 10/16/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 484.6 479.6 474.6 469.6 464.6 459.6 454.6 449.6 444.6 439.6 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-4 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790605 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Medium dense reddish-gray (2.5YR 5/1) and reddish-brown (2.5YR 4/4) micaceous fine to medium CLAYEY SAND (SC) with rock fragments, dry Loose brown (7.5YR 5/8) micaceous fine very SILTY SAND (SM) with rock fragments, dry to moist UD-1: PP ~ 2.5 tsf Medium stiff reddish-yellow (7.5YR 6/8) micaceous sandy FAT CLAY (CH), high plasticity, moist Medium dense brown to reddish-yellow (7.5YR 4/6) micaceous slightly clayey fine SILTY SAND (SM) with sandy clay lenses, moist Alluvium: Very stiff reddish-yellow (7.5YR 6/8) micaceous fine sandy silty LEAN CLAY (CL) with rounded rock fragments, moist UD-2: PP ~ 2.25 tsf Medium stiff dark reddish-brown (5YR 3/3) micaceous slightly clayey very fine sandy ELASTIC SILT (MH), moist Medium stiff dark reddish-brown (5YR 3/3) micaceous slightly clayey very fine sandy SILT (ML), moist Very loose brown (7.5YR 4/4) micaceous fine to medium SILTY SAND (SM) with a trace of clay, wet (10) 4-5-6 (14) 6-5-6 (10) 4-4-4 3-4-5 (17) (9) 2-2-3 3-2-3 (9) 4-5-6 (20) (9) 3-8-19 (14) 3-3-3 (18) 2-2-2 (16) 1-1-2 SS-1 SS-2 SS-3 SS-4 UD-1 SS-5 SS-6 SS-7 UD-2 SS-8 SS-9 SS-10 SS-11 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-09 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/9/2014 COMP. DATE: 10/9/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 529.4 524.4 519.4 514.4 509.4 504.4 499.4 494.4 489.4 484.4 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-5 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790459 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Very loose brown (7.5YR 4/4) micaceous fine to medium SILTY SAND (SM) with a trace of clay, wet Hard drilling @ 46-47' Partially Weathered Rock (PWR): slightly clayey fine SILTY SAND (SM) with rounded rock fragments, moist Residuum: Very dense reddish-brown (5YR 5/3) and dark gray (5YR 4/1) slightly micaceous sandy SILT (ML) with rock fragments, low plasticity, moist Boring terminated at 61.5-feet below existing ground surface. Boring grouted upon completion. (5) 10-20-50/1" (1) 50/1" (11) 40-41-13 50/0" SS-12 SS-13 SS-14 NR LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-09 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/9/2014 COMP. DATE: 10/9/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 484.4 479.4 474.4 469.4 464.4 459.4 454.4 449.4 444.4 439.4 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-5 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790459 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 18 inches thick] Embankment Fill: Loose reddish-yellow (5YR 2/8) fine to medium SILTY SAND (SM) with rounded rock fragments and trace mica, dry Medium dense to loose reddish-yellow (5YR 2/8) to yellow-red (5YR 5/6) silty fine CLAYEY SAND (SC), moist UD-1: PP ~ 1.5 tsf Trace rounded rock fragments UD-2: PP ~ 4.0 tsf UD-3: Damaged, No Recovery trace mica UD-4: PP ~ 2.5 tsf some fine gravel Alluvium: Stiff to soft dark brown (5YR 2.5/1) fine sandy SILT (ML) with trace roots, moist Very loose to loose reddish-brown (5YR 5/3) very fine SILTY SAND (SM) with clay and trace mica, moist (8) 3-6-3 (12) 6-7-8 (12) (11) 17-4-4 (21) (9) 4-3-3 (NR) (10) 1-1-3 (22.5) (13) 2-2-4 (14) 1-2-2 (14) 2-3-4 (15) 4-5-6 (15) 2-1-1 (16) 1-1-1 SS-1 SS-2 UD-1 SS-3 UD-2 SS-4 UD-3 SS-5 UD-4 SS-6 SS-7 SS-8 SS-9 SS-10 SS-11 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/27/2014 COMP. DATE: 10/28/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 529.5 524.5 519.5 514.5 509.5 504.5 499.5 494.5 489.5 484.5 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-6 CME 55 ATV REMARKS: Page 1 of 3 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790336 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Very loose to loose reddish-brown (5YR 5/3) very fine SILTY SAND (SM) with clay and trace mica, moist Partially Weathered Rock: Sampled as reddish-brown (5YR 5/3) SILTY SAND (SM) with rock fragments, moist Sandstone: Moderately hard to hard, gray and white, slightly weathered, slightly fractured, fine-grained SANDSTONE Sandstone: Moderately hard to hard, gray and white, moderately weathered, moderately fractured, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Sandstone/Siltstone: Moderately hard to hard, gray and white, moderately weathered, moderately fractured, thickly bedded, fine-grained SANDSTONE AND SILTSTONE Sandstone: Moderately hard to hard, gray and white, moderately weathered, moderately fractured, fine-grained SANDSTONE with medium-grained clastic fragments (Greywacke) Sandstone: Moderately hard to hard, gray and white, slightly weathered, slightly fractured, fine-grained SANDSTONE (16) 3-2-3 50/4" 89 33 97 77 95 72 97 70 100 67 100 82 97 83 SS-12 SS-13 RC-1 RC-2 RC-3 RC-4 RC-5 RC-6 RC-7 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/27/2014 COMP. DATE: 10/28/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 484.5 479.5 474.5 469.5 464.5 459.5 454.5 449.5 444.5 439.5 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-6 CME 55 ATV REMARKS: Page 2 of 3 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790336 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Sandstone: Moderately hard to hard, gray and white, slightly weathered, slightly fractured, fine-grained SANDSTONE Boring terminated at 91.5-feet below existing ground surface. Boring grouted upon completion. LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/27/2014 COMP. DATE: 10/28/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 439.5 434.5 429.5 424.5 419.5 414.5 409.5 404.5 399.5 394.5 SOIL CLASSIFICATION AND REMARKS NM (%) 95 100 105 110 115 120 125 130 BORING NO.: DR-6 CME 55 ATV REMARKS: Page 3 of 3 D E P T H (ft)90 95 100 105 110 115 120 125 130 135 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790336 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Medium dense reddish-yellow (7.5YR 6/8) fine CLAYEY SAND (SC) with trace mica, dry Medium stiff to very stiff reddish-yellow (7.5YR 6/8) and brown (7.5YR 7/4) sandy LEAN CLAY (CL), medium to low plasticity, moist Contains rock fragments UD-1: PP ~ 1.0 tsf Ash Fill: Very loose dark gray (10YR 4/1) very fine SILTY SAND (ML) with silt lenses, low-plastic, wet Very soft to medium stiff dark gray (10YR 4/1) sandy silty CLAY (CL) with wood fragments and lenses of silt, low plasticity, wet Very soft to medium stiff dark gray (10YR 4/1) sandy SILT (ML) with wood fragments and lenses of silt, non-plastic to low plasticity, wet Embankment Fill: Medium stiff reddish-yellow (7.5YR 6/8) sandy FAT CLAY (CH) with rock fragments, medium to high plasticity, moist Alluvium: Very stiff to stiff gray (5YR 6/1) very fine sandy ELASTIC SILT (MH) with clay, medium plasticity, moist Medium stiff grayish-brown (10YR 5/2), reddish-brown (5YR 4/4), reddish-gray (5YR 5/2) sandy LEAN CLAY (CL), low to medium plasticity, moist (10) 6-8-8 (12) 4-6-5 (13) 3-3-4 (22) (15) 3-4-5 (15) 6-6-9 (13) 1-2-2 (18) WOH-WOH-2 (0) 2-3-3 (10) 3-3-3 (0) 12-13-15 (17) 5-6-6 (12) 2-2-2 SS-1 SS-2 SS-3 UD-1 SS-4 SS-5 SS-6 SS-7 SS-8 SS-9 SS-10 SS-11 SS-12 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-10 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/15/2014 COMP. DATE: 10/16/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 539.6 534.6 529.6 524.6 519.6 514.6 509.6 504.6 499.6 494.6 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-7 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790170 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Medium stiff grayish-brown (10YR 5/2), reddish-brown (5YR 4/4), reddish-gray (5YR 5/2) sandy LEAN CLAY (CL), low to medium plasticity, moist Partially Weathered Rock (PWR): Sampled as brown (7.5YR 5/6) and reddish-gray (5YR 5/2) very fine SILTY SAND (SM) Hard drilling from 64-67 feet Boring terminated at 69-feet below existing ground surface. Boring grouted upon completion. (15) 2-2-2 (17) 2-2-3 (18) 2-2-4 (2) 50/2" (1) 50/1" SS-13 SS-14 SS-15 SS-16 SS-17 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Depth Recorded in Companion Well OW-10 (11-21-14) SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/15/2014 COMP. DATE: 10/16/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 4" Grout 494.6 489.6 484.6 479.6 474.6 469.6 464.6 459.6 454.6 449.6 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-7 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790170 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Medium dense reddish-yellow (7.5YR 6/8) very fine SILTY SAND (SM) with a trace of clay, dry Stiff reddish-yellow (7.5YR 6/8) very fine sandy clayey SILT (ML) with rock fragments and trace mica, low plasticity, moist UD-1: PP ~ 1.5 tsf Medium dense reddish-yellow (7.5YR 6/8) fine to very fine clayey SILTY SAND (SM), moist Ash Fill: Loose to very loose dark gray (7.5YR 2.5/2) very fine to fine SILTY SAND (SM), moist Ash Fill: Loose to very loose dark gray (7.5YR 2.5/2) very fine to fine SILT (ML), moist Embankment Fill: Loose reddish-yellow (7.5YR 7/8) and brown (7.5YR 3/1) fine silty CLAYEY SAND (SC), moist Medium stiff brownish-yellow (10YR 5/8) fine sandy silty CLAY (CL), low to medium plasticity, moist Alluvium: Very stiff dark yellowish-brown (10YR 4/6) silty fine CLAYEY SAND (SC) with rounded rock fragments, moist Very loose dark yellowish-brown (10YR 4/6) fine to medium SILTY SAND (SM) with trace mica, moist. Becomes medium dense at 58.5 to 60 feet. (9) 4-8-9 (11) 4-6-7 (24) (9) 2-4-5 (13) 1-5-5 (12) 4-5-6 (14) 1-2-2 (12) WOH-1-2-3 (10) 0-0-0-0 WOH (12) (16) WOH-WOH-1-1 (15) 1-2-3-3 (13) 4-4-5 (18) 4-6-10 (18) 1-2-2 SS-1 SS-2 UD-1 SS-3 SS-4 SS-5 SS-6 SS-7 SS-8 SS-9 SS-10 SS-11 SS-12 SS-13 SS-14 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/28/2014 COMP. DATE: 10/29/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 539.4 534.4 529.4 524.4 519.4 514.4 509.4 504.4 499.4 494.4 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-8 CME 55 ATV REMARKS: Page 1 of 3 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790056 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Very loose dark yellowish-brown (10YR 4/6) fine to medium SILTY SAND (SM) with trace mica, moist. Becomes medium dense at 58.5 to 60 feet. Partially Weathered Rock (PWR): Sampled as dark yellowish-brown (10YR 4/6) very fine sandy SILT (ML) with mica Sandstone: Moderately hard, intensely fractured, intensely weathered, fine-grained SANDSTONE Siltstone: Moderately hard, intensely fractured, Intensely weathered SILTSTONE Sandstone: Moderately hard to hard, moderately fractured, slightly weathered, thickly bedded gray and red fine-grained SANDSTONE (18) 1-1-2 (18) 1-1-2 1-8-13 (10) 36-50/2" 98 8 77 0 68 0 80 62 97 70 SS-15 SS-16 SS-17 SS-18 RC-1 RC-2 RC-3 RC-4 RC-5 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/28/2014 COMP. DATE: 10/29/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 494.4 489.4 484.4 479.4 474.4 469.4 464.4 459.4 454.4 449.4 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-8 CME 55 ATV REMARKS: Page 2 of 3 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790056 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Sandstone: Moderately hard to hard, moderately fractured, slightly weathered, thickly bedded gray and red fine-grained SANDSTONE Boring terminated at 106-feet below existing ground surface. Boring grouted upon completion. 87 72 100 80 100 100 RC-6 RC-7 RC-8 LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Recorded SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/28/2014 COMP. DATE: 10/29/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Mud Rotary; 3-7/8" Roller Bit; NQ Barrel L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME L. Garcia, P.E. 4" Grout 449.4 444.4 439.4 434.4 429.4 424.4 419.4 414.4 409.4 404.4 SOIL CLASSIFICATION AND REMARKS NM (%) 95 100 105 110 115 120 125 130 BORING NO.: DR-8 CME 55 ATV REMARKS: Page 3 of 3 D E P T H (ft)90 95 100 105 110 115 120 125 130 135 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790056 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Aggregate Base Coarse [approximately 12 inches thick] Embankment Fill: Reddish-brown SILTY SAND (SM) to fine sandy SILT (ML), dry Ash Fill: Gray, dry moist to wet Embankment Fill: Brown CLAYEY SAND (SC) to sandy LEAN CLAY (CL), medium plasticity, moist Embankment Fill: Gray CLAYEY SAND (SC) to sandy LEAN CLAY (CL), low to medium plasticity, wet AU LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Auger Boring - No soil sampling classifications based on auger cuttings SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/13/2014 COMP. DATE: 10/13/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Hollow Stem Auger: 7.5" dia. auger flight L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 8" Grout 539.7 534.7 529.7 524.7 519.7 514.7 509.7 504.7 499.7 494.7 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: DR-9 CME 55 ATV REMARKS: Page 1 of 2 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789542 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Embankment Fill: Brown clayey SAND (SC) to sandy LEAN CLAY (CL), low to medium plasticity, wet Partially Weathered Rock (PWR): Interpreted from auger cuttings and auger penetration rate Boring terminated at 84-feet below existing ground surface. Groundwater level measured at approximately 25-feet on 10/13/2014. Boring grouted upon completion. LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Auger Boring - No soil sampling classifications based on auger cuttings SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/13/2014 COMP. DATE: 10/13/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Hollow Stem Auger: 7.5" dia. auger flight L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. S&ME J. Smith, P.G. 8" Grout 494.7 489.7 484.7 479.7 474.7 469.7 464.7 459.7 454.7 449.7 SOIL CLASSIFICATION AND REMARKS NM (%) 50 55 60 65 70 75 80 85 BORING NO.: DR-9 CME 55 ATV REMARKS: Page 2 of 2 D E P T H (ft)45 50 55 60 65 70 75 80 85 90 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1789542 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Residuum: Reddish-brown (5YR 4/4) CLAYEY SAND (SC) with trace mica, moist Reddish-brown (5YR 4/4) sandy LEAN CLAY (CL) with trace of mica, low to medium plasticity, wet Hand auger refusal at approximately 9-feet below existing ground surface. Groundwater level measured at approximately 8.5-feet on 10/21/2014. Boring grouted upon completion. AU LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/21/2014 COMP. DATE: 10/21/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Manual: 4" dia. bucket L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. AMEC J. Smith, P.G. 4" Grout 513.7 508.7 503.7 498.7 493.7 488.7 483.7 478.7 473.7 468.7 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: HA-1 Hand Auger REMARKS: Page 1 of 1 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790655 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Residuum: Reddish-brown (5YR 4/4) CLAYEY SAND (SC) with trace mica, moist Reddish-brown (5YR 4/6) sandy LEAN CLAY (CL) with gravel-sized rock fragments, low to medium plasticity, moist Hand auger refusal at approximately 9-feet below existing ground surface. Groundwater level not encountered at time of boring. Boring grouted upon completion. AU LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: Groundwater Not Observed SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/21/2014 COMP. DATE: 10/21/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Manual: 4" dia. bucket L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. AMEC J. Smith, P.G. 4" Grout 514.7 509.7 504.7 499.7 494.7 489.7 484.7 479.7 474.7 469.7 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: HA-2 Hand Auger REMARKS: Page 1 of 1 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790707 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Residuum: Dark reddish-brown (5YR 3/4) CLAYEY SAND (SC) with trace mica, moist Dark reddish-brown (5YR 3/4) SILTY SAND (SM) with some clay and trace mica, moist Reddish-brown (5YR 3/4) micaceous sandy LEAN CLAY (CL), moist to wet Hand auger refusal at approximately 15-feet below existing ground surface. Groundwater level measured at approximately 14-feet on 10/21/2014. Boring grouted upon completion. AU LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/21/2014 COMP. DATE: 10/21/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Manual: 4" dia. bucket L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. AMEC J. Smith, P.G. 4" Grout 500.1 495.1 490.1 485.1 480.1 475.1 470.1 465.1 460.1 455.1 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: HA-3 Hand Auger REMARKS: Page 1 of 1 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790673 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 Residuum: Reddish-brown (2.5YR 4/4) micaceous SAND WITH SILT (SP-SM) and trace clay, dry Dark red (2.5YR 3/6) micaceous SILTY SAND (SM), dry to moist Reddish-brown (5YR 4/3) micaceous SAND WITH SILT (SP-SM) and trace clay, moist Reddish-brown (5YR 4/3) sandy LEAN CLAY (CL) with mica, low to medium plasticity, moist to wet Reddish-brown (5YR 4/3) SILTY SAND (SM) with mica, wet Hand auger refusal at approximately 15-feet below existing ground surface. Groundwater level measured at approximately 14-feet on 10/21/2014. Boring grouted upon completion. AU LL (%) 6"- 6"- 6"- 6" PL (%) CONTRACTOR: LOGGED BY: EQUIPMENT: DRILL METHOD: HOLE DIAMETER: CLOSURE METHOD: SAMPLES T Y P E GEOTECHNICAL BORING RECORD REVIEWED BY: START DATE: 10/21/2014 COMP. DATE: 10/21/2014 10 20 30 40 50 60 70 80 90 100 E L E V (ft) FINES (%) SPT (bpf) I D E N T 0 10 20 30 40 50 60 70 80 90 100 (Rec") N-COUNT or Rec%/RQD% Manual: 4" dia. bucket L E G E N D SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. AMEC J. Smith, P.G. 4" Grout 497.9 492.9 487.9 482.9 477.9 472.9 467.9 462.9 457.9 452.9 SOIL CLASSIFICATION AND REMARKS NM (%) 5 10 15 20 25 30 35 40 BORING NO.: HA-4 Hand Auger REMARKS: Page 1 of 1 D E P T H (ft)0 5 10 15 20 25 30 35 40 45 Duke Energy - Ph. II Reconstitution Ash Pond Design 7810-14-0150 1000000 1790730 Dan River Steam Station PROJECT NAME: PROJECT NO.: COORD N: COORD E: LOCATION: DU K E A B S A T G E O T E C H N I C A L B O R I N G L O G 7 8 1 0 - 1 4 - 0 1 5 0 . 0 3 - D U K E E N E R G Y - P H . I I D A N R I V E R R E C O N S T I T U T E D D E S I G N - 1 - 2 2 - 1 5 . G P J A M E C D U K E A B S A T . G D T 1 / 2 8 / 1 5 CPT REPORT Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Silt Mixtures-Clay Silt to Silty Clay Silt Mixtures-Clay Silt to Silty Clay Electronic Filename: H07O1401C.DAT Depth (ft) 0 5 10 15 20 25 30 35 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 23 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 7, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia CPT-01 39.5 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 101 100 Equivalent N60 >>>>>>>>>>>>>>>>>>>> >>>> Cone Penetration Test CPT-01 Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sands-Clean Sand to Silty Sand Silt Mixtures-Clay Silt to Silty Clay Sand Mixtures-Silty Sand to Sandy Silt Sands-Clean Sand to Silty Sand Silt Mixtures-Clay Silt to Silty Clay Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Electronic Filename: H07O1402C.DAT Depth (ft) 0 5 10 15 20 25 30 35 40 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 25 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 7, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia SCPT-02 42.9 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 40 Shear Wave Velocity Vs(ft/sec) 800 1600 2400 3200 >> >> >> >> >> Cone Penetration Test SCPT-02 Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Silt Mixtures-Clay Silt to Silty Clay Clays-Clay to Silty Clay Electronic Filename: H07O1403C.DAT Depth (ft) 0 5 10 15 20 25 30 35 40 45 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 23 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 7, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia CPT-03 46.7 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 40 45 101 100 Equivalent N60 >> >>>>>>>>>>>> >> >> >>>>>>>> >> Cone Penetration Test CPT-03 Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sands-Clean Sand to Silty Sand Silt Mixtures-Clay Silt to Silty Clay Silt Mixtures-Clay Silt to Silty Clay Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Silt Mixtures-Clay Silt to Silty Clay Electronic Filename: H07O1404C.DAT Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 30 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 7, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia CPT-04 50.6 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 101 100 Equivalent N60 >> >>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>> >>>>>> >> >> Cone Penetration Test CPT-04 Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Clays-Clay to Silty Clay Sand Mixtures-Silty Sand to Sandy Silt Silt Mixtures-Clay Silt to Silty Clay Clays-Clay to Silty Clay Sand Mixtures-Silty Sand to Sandy Silt Clays-Clay to Silty Clay Electronic Filename: H08O1401C.DAT Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 55 60 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 35 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 8, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia CPT-05 60.6 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 55 60 101 100 Equivalent N60 >>>>>> >>>> Cone Penetration Test CPT-05 Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Clays-Clay to Silty Clay Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Clays-Clay to Silty Clay Silt Mixtures-Clay Silt to Silty Clay Clays-Clay to Silty Clay Electronic Filename: H08O1402C.DAT Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 55 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 38 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 8, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia SCPT-06 59.8 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 55 Shear Wave Velocity Vs(ft/sec) 800 1600 2400 3200 Cone Penetration Test SCPT-06 Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Electronic Filename: H08O1403C.DAT Depth (ft) 0 5 10 15 20 25 30 35 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 38 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 8, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia CPT-07 37.0 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 101 100 Equivalent N60 >>>>>> >>>>>>>> Cone Penetration Test CPT-07 Gravelly Sand to Sand Sands-Clean Sand to Silty Sand Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Sand Mixtures-Silty Sand to Sandy Silt Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Electronic Filename: H08O1405C.DAT Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 55 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 38 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 8, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia CPT-07A 59.6 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 25 30 35 40 45 50 55 101 100 Equivalent N60 >>>> >>>>>>>>>>>>>>>>>>>>>> >>>> Cone Penetration Test CPT-07A Sands-Clean Sand to Silty Sand Sands-Clean Sand to Silty Sand Sand Mixtures-Silty Sand to Sandy Silt Silt Mixtures-Clay Silt to Silty Clay Electronic Filename: H08O1404C.DAT Depth (ft) 0 5 10 15 20 Tip Resistence qt(tsf) 40 80 120 160 Cone Size:1.75 12 ft Sleeve Friction fs(tsf) 1 2 3 4 0 2 4 6 u0 Pore Pressure u2(tsf) 0 2 4 6 Friction Ratio Rf(%) 2 4 6 8 SBTBqMAI = 5 Oct. 8, 2014 Marooka/A. Feix Total Depth: Termination Criteria: Date: Estimated Water Depth: Rig/Operator: Page 1 of 1 S&ME Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia SCPT-08 20.7 ft Maximum Reaction Force CP T R E P O R T - S T A N D A R D - S B T B Q 1 9 0 5 - 1 4 - 0 0 5 D A T A . G P J S & M E . G D T 1 0 / 9 / 1 4 Depth (ft) 0 5 10 15 20 Shear Wave Velocity Vs(ft/sec) 800 1600 2400 3200 >>>>>> Cone Penetration Test SCPT-08 0 20 40 60 80 100 120 0.1 1 10 100 1,000 SCPT-02 AMEC Dan River Eden, North Carolnia SCPT-02 Pr e s s u r e (f t ) Time (seconds) Pore Pressure Dissipation Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia Total Depth: Termination Criteria: Test Depth: Date: Estimated Water Depth: Rig/Operator: 42.9 ft Maximum Reaction Force 26.3 ft Oct. 7, 2014 25 ft A. Feix 0 20 40 60 80 100 120 140 160 0.1 1 10 100 1,000 SCPT-02 AMEC Dan River Eden, North Carolnia SCPT-02 Pr e s s u r e (f t ) Time (seconds) Pore Pressure Dissipation Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia Total Depth: Termination Criteria: Test Depth: Date: Estimated Water Depth: Rig/Operator: 42.9 ft Maximum Reaction Force 39.2 ft Oct. 7, 2014 25 ft A. Feix 20 25 30 35 40 45 50 0.1 1 10 100 1,000 CPT-04 AMEC Dan River Eden, North Carolnia CPT-04 Pr e s s u r e (f t ) Time (seconds) Pore Pressure Dissipation Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia Total Depth: Termination Criteria: Test Depth: Date: Estimated Water Depth: Rig/Operator: 50.6 ft Maximum Reaction Force 49.0 ft Oct. 7, 2014 30 ft A. Feix 0 20 40 60 80 0.1 1 10 100 1,000 SCPT-06 AMEC Dan River Eden, North Carolnia SCPT-06 Pr e s s u r e (f t ) Time (seconds) Pore Pressure Dissipation Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia Total Depth: Termination Criteria: Test Depth: Date: Estimated Water Depth: Rig/Operator: 59.8 ft Maximum Reaction Force 45.0 ft Oct. 8, 2014 38 ft A. Feix 20 30 40 50 60 0.1 1 10 100 1,000 SCPT-06 AMEC Dan River Eden, North Carolnia SCPT-06 Pr e s s u r e (f t ) Time (seconds) Pore Pressure Dissipation Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia Total Depth: Termination Criteria: Test Depth: Date: Estimated Water Depth: Rig/Operator: 59.8 ft Maximum Reaction Force 51.5 ft Oct. 8, 2014 38 ft A. Feix 10 12 14 16 18 20 22 0.1 1 10 100 1,000 CPT-07A AMEC Dan River Eden, North Carolnia CPT-07A Pr e s s u r e (f t ) Time (seconds) Pore Pressure Dissipation Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia Total Depth: Termination Criteria: Test Depth: Date: Estimated Water Depth: Rig/Operator: 59.6 ft Maximum Reaction Force 34.1 ft Oct. 8, 2014 38 ft A. Feix 5.5 6.0 6.5 7.0 7.5 8.0 0.1 1 10 100 1,000 SCPT-08 AMEC Dan River Eden, North Carolnia SCPT-08 Pr e s s u r e (f t ) Time (seconds) Pore Pressure Dissipation Project No: 1905-14-005 AMEC Dan River Eden, North Carolnia Total Depth: Termination Criteria: Test Depth: Date: Estimated Water Depth: Rig/Operator: 20.7 ft Maximum Reaction Force 20.5 ft Oct. 8, 2014 12 ft A. Feix LABORATORY TEST RESULTS Tested By: D. Kopitsky Checked By: T. Landis Sandy Lean Clay 33 23 10 98.3 59.1 CL Sandy Lean Clay 26 17 9 95.6 54.4 CL Silty Sand NV NP NP 99.6 35.8 SM Silty Sand NV NP NP 97.5 18.3 SM Silty Sand NV NP NP 99.5 28.9 SM 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Location: DR-14 Depth: 55 - 56.5 Sample Number: 22 Location: DR-14 Depth: 38.5 - 40 Sample Number: 15 Location: DR-5 Depth: 43.5 - 45 Sample Number: 13 Location: DR-12 Depth: 43.5 - 45 Sample Number: 14 Location: DR-12 Depth: 48.5 - 50 Sample Number: 15 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: D. Kopitsky Checked By: T. Landis Clayey Sand 41 22 19 68.0 41.4 SC Silty Sand NV NP NP 63.8 34.3 SM Sandy Silt 35 26 9 78.2 50.3 ML Sandy Lean Clay 35 20 15 90.6 52.8 CL 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Location: DR-13 Depth: 13.5 - 15 Sample Number: 6 Location: DR-13 Depth: 38.5 - 40 Sample Number: 12 Location: DR-14 Depth: 9 - 10.5 Sample Number: 5 Location: DR-4 Depth: 38.5 - 40 Sample Number: 12 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: M. Hamilton Checked By: T. Landis Olive Brown Clayey Sand 32 20 12 67.7 39.2 SC Brown Clayey Sand 36 19 17 74.4 38.8 SC 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Source of Sample: DR-1 Depth: 15.0 Sample Number: DR-1 Source of Sample: DR-1 Depth: 19.5 Sample Number: DR-1 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: M. Hamilton Checked By: T. Landis Light Brown Clayey Sand 32 22 10 73.6 35.9 SC 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Source of Sample: DR-2 Depth: 19.5 Sample Number: DR-2 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: M. Hamilton Checked By: T. Landis Olive Brown Clayey Sand with Gravel 37 19 18 52.6 30.2 SC 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Source of Sample: DR-3 Depth: 14.5 Sample Number: DR-3 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: D. Kopitsky Checked By: T. Landis Brown Clayey Sand 34 23 11 66.0 35.9 SC 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Source of Sample: DR-4 Depth: 19.5 Sample Number: DR-4 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: M. Hamilton M. Hamilton M. Hamilton D. Kopitsky Checked By: T. Landis Yellowish Brown Clayey Sand 47 19 28 79.6 46.1 SC Light Brown Clayey Sand 50 22 28 80.0 47.2 SC Brown Clayey Sand 42 22 20 64.7 35.5 SC Light Brown Clayey Sand with Gravel 37 19 18 50.2 27.9 SC 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Source of Sample: DR-6 Depth: 17.0 Sample Number: DR-6 Source of Sample: DR-6 Depth: 24.5 Sample Number: DR-6 Source of Sample: DR-6 Depth: 29.5 Sample Number: DR-6 Source of Sample: DR-6 Depth: 12.0 Sample Number: DR-6 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: M. Hamilton Checked By: T. Landis Black CCR Material NV NP NP 96.8 83.6 ML Grey Sandy Lean Clay 34 20 14 86.6 63.0 CL 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Source of Sample: DR-7 Depth: 19.5 Sample Number: DR-7 Source of Sample: DR-7 Depth: 23.5 Sample Number: DR-7 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design Tested By: M. Hamilton M. Hamilton D. Kopitsky D. Kopitsky Checked By: T. Landis Black CCR Material NV NP NP 81.9 48.4 SM Olive Clayey Sand with Gravel 33 19 14 64.4 37.8 SC Light Brown Clayey Sand 33 18 15 63.4 33.8 SC Brown Sandy Lean Clay 39 23 16 81.1 50.1 CL 7810140150 Duke Energy MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Source of Sample: DR-8 Depth: 21.0 Sample Number: DR-8 Source of Sample: DR-8 Depth: 27.0 Sample Number: DR-8 Source of Sample: DR-8 Depth: 29.0 Sample Number: DR-8 Source of Sample: DR-8 Depth: 34.5 Sample Number: DR-8 PL A S T I C I T Y I N D E X 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL o r O L CH o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dan River Ph. II Reconstitution Design LIQUID AND PLASTIC LIMITS TEST REPORT 60 / Dashed line indicates the approximate upper limit boundary for natural soils // / 50 / 40 / X w / / o z / / U30 cq g / / ev 20 / / / / / / 10 / C . L r OL MH or OH 0 I 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS • Sandy Lean Clay 33 23 10 98.3 59.1 CL Project No. 7810140150 Client: Duke Energy Remarks: Project: Dan River Ph. II Reconstitution Design • Location: DR-14 Depth: 55 - 56.5 Sample Number: 22 ameOFigure Tested By: D. Kopitsky Checked By: T. Landis LIQUID AND PLASTIC LIMITS TEST REPORT 60 / Dashed line indicates the approximate upper limit boundary for natural soils / / / 50 / A. / 40 / X w / / o z / / U30 U g / / 20 / / / / / 10 / CL-ML MH or OH 0 i 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS • Sandy Lean Clay 40 18 22 84.5 58.8 CL ■ Sandy Lean Clay 32 20 12 95.2 53.7 CL A Sandy Fat Clay 54 22 32 87.4 65.2 CH • Brown Sandy Silt NV NP NP • Sandy Lean Clay 44 22 22 74.3 55.4 CL Project No. 7810140150 Client: Duke Energy Remarks: Project: Dan River Ph. II Reconstitution Design • Location: DR-4 Depth: 1 - 2.5 Sample Number: 1 ■ Location: DR-4 Depth: 23.5-25/28.5-30 Sample Number: 9/10 • Location: DR-5 Depth: 18.5 - 20 Sample Number: 7 • Location: DR-5 Depth: 38.5 - 40 V Location: DR-7 Depth: 3 - 4.5 Sample Number: 2 ameL. Figure Tested By: D. Kopitsky Checked By: T. Landis LIQUID AND PLASTIC LIMITS TEST REPORT 60 / Dashed line indicates the approximate upper limit boundary for natural soils / 50 / 40 w / o z / / U 30 u~i / a / 20 10 / CL-ML L or OL MH or OH 0 i 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS 0 Sandy Lean Clay 34 23 11 89.1 57.8 CL ■ Sandy Lean Clay 29 18 11 99.4 56.4 CL • Clayey Sand 34 23 11 79.3 48.0 SC Sandy Lean Clay 31 19 12 99.2 64.9 CL Silty Sand NV NP NP 99.5 42.5 SM Project No. 7810140150 Client: Duke Energy Remarks: Project: Dan River Ph. II Reconstitution Design • Location: DR-7 Depth: 13.5 - 15 Sample Number: 6 ■ Location: DR-7 Depth: 43.5 - 45 Sample Number: 13 * Location: DR-12 Depth: 8.5 - 10 Sample Number: 5 • Location: DR-12 Depth: 33.5 - 35 Sample Number: 12 * Location: DR-12 Depth: 53.5 - 55 Sample Number: 16 ameFigure Tested By: D. Kopitsky Checked By: T. Landis LIQUID AND PLASTIC LIMITS TEST REPORT 60 / Dashedlies indicates the approximate upper limit boundary for natural soils // / 50 / / 40 / X L / / o / z / v30 av 20 10 — — CL-ML. -Z • 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS • Sandy Silt 36 25 11 87.8 62.4 ML ■ Silt with Sand 36 30 6 89.0 71.3 ML A Silty Sand 32 25 7 97.8 46.4 SM • Sandy Fat Clay 50 24 26 81.4 59.1 CH V Sandy Lean Clay 46 21 25 92.5 70.5 CL Project No. 7810140150 Client: Duke Energy Remarks: Project: Dan River Ph. II Reconstitution Design • Location: DR-13 Depth: 3 - 4.5 Sample Number: 2 ■ Location: DR-13 Depth: 23.5 - 25 Sample Number: 9 * Location: DR-13 Depth: 48.5 - 50 Sample Number: 14 • Location: DR-14 Depth: 13.5 - 15 Sample Number: 6 • Location: DR-14 Depth: 33.5 - 35 Sample Number: 13 N amed'Y'm Figure Tested By: D. Kopitsky Checked By: T 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-4 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 6.4-7.9 Project No. 2014-786-01 Sample No. UD-2 Lab ID 2014-786-01-01 Visual TAN AND BROWN SANDY SILT Tested By SFS Date 11/3/14 Approved By MPS Date 11/4/2014 page 1 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-01 UU REV 3PT sfs.xls]Sheet1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 St r e s s ( p s i ) Strain (%)13.9 (psi)27.8 (psi)55.6 (psi) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-4 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 6.4-6.9 Project No. 2014-786-01 Sample No. UD-2 Lab ID 2014-786-01-01 Visual TAN AND BROWN SANDY SILT INITIAL SAMPLE DIMENSIONS WATER CONTENT (AFTER TEST) Total Wt. of Sample 1250.39 Length 1 (in) 5.824 Top Dia. (in) 2.811 Tare No.813 Length 2 (in) 5.855 Mid. Dia. (in) 2.845 Wt. Tare + WS.(gms) 629.25 Length 3 (in) 5.845 Bot. Dia. (in) 2.850 Wt. Tare + DS.(gms) 538.58 Avg.Length (in) 5.841 Area (in2.)6.314 Wt. of Tare(gms) 110.13 % Moisture 21.2 UNIT WEIGHT Undisturbed Specimen Wt. Tube & WS.(gms.) 1251.56 Sample Volume(cc.) 604.4 Wt. Of Tube(gms.) 0.00 Unit Wet Wt.(gms/cc) 2.07 Wt. Of WS.(gms.) 1251.56 Unit Wet Wt.(pcf.) 129.22 Diameter (in.) 2.84 Moisture Content, % 21.2 Length (in.) 5.83 Unit Dry Wt.(pcf.) 106.6 Length (cm.) 14.84 Initial Dial Reading , mils 35 CONFINING STRESS (psi) 13.9 Dial Reading Before Shearing, mils 46 DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs)(min.)(%)(psi) 0.000 6.4 0.0 0.00 0.00 0.005 23.7 0.08 0.08 2.73 0.011 29.5 0.18 0.18 3.65 0.017 34.3 0.28 0.29 4.40 0.023 38.8 0.38 0.39 5.11 0.028 41.6 0.48 0.48 5.55 0.058 57.4 0.98 0.99 7.99 0.087 71.2 1.48 1.50 10.12 0.117 84.7 1.98 2.00 12.16 0.147 95.8 2.48 2.53 13.81 0.178 104.4 2.98 3.05 15.05 0.236 115.1 3.98 4.05 16.53 0.297 122.7 4.98 5.09 17.49 0.356 126.6 5.98 6.11 17.88 0.416 131.6 6.98 7.13 18.41 0.476 134.9 7.98 8.17 18.69 0.536 138.8 8.98 9.20 19.04 0.596 143.0 9.98 10.23 19.42 0.655 147.6 10.98 11.24 19.85 0.716 151.0 11.98 12.28 20.09 0.776 154.8 12.98 13.31 20.38 0.835 157.6 13.98 14.32 20.52 0.896 164.1 14.98 15.37 21.14 0.956 166.2 15.98 16.40 21.16 Tested By SFS Date 11/3/14 Input Checked By GEM Date 11/4/2014 page 2 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-01 UU REV 3PT sfs.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-4 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 6.9-7.4 Project No. 2014-786-01 Sample No. UD-2 Lab ID 2014-786-01-01 Visual TAN AND BROWN SANDY SILT INITIAL SAMPLE DIMENSIONS WATER CONTENT (AFTER TEST) Total Wt. of Sample 1274.16 Length 1 (in) 5.943 Top Dia. (in) 2.825 Tare No. 801 Length 2 (in) 6.001 Mid. Dia. (in) 2.833 Wt. Tare + WS.(gms) 867.15 Length 3 (in) 5.974 Bot. Dia. (in) 2.846 Wt. Tare + DS.(gms) 737.72 Avg.Length (in) 5.973 Area (in2.)6.311 Wt. of Tare(gms) 99.05 % Moisture 20.3 UNIT WEIGHT Undisturbed Specimen Wt. Tube & WS.(gms.) 1276.11 Sample Volume(cc.) 617.7 Wt. Of Tube(gms.) 0.00 Unit Wet Wt.(gms/cc) 2.07 Wt. Of WS.(gms.) 1276.11 Unit Wet Wt.(pcf.) 128.92 Diameter (in.) 2.83 Moisture Content, % 20.3 Length (in.) 5.93 Unit Dry Wt.(pcf.) 107.2 Length (cm.) 15.17 Initial Dial Reading , mils 18 CONFINING STRESS (psi) 27.8 Dial Reading Before Shearing, mils 56 DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs)(min.)(%)(psi) 0.000 4.5 0.0 0.00 0.00 0.002 31.0 0.08 0.04 4.21 0.007 50.1 0.18 0.12 7.22 0.013 64.2 0.28 0.21 9.44 0.018 77.8 0.38 0.30 11.59 0.023 89.3 0.48 0.40 13.39 0.052 135.0 0.98 0.87 20.51 0.081 168.1 1.48 1.36 25.57 0.111 185.9 1.98 1.87 28.21 0.141 197.1 2.48 2.38 29.80 0.171 206.2 2.98 2.88 31.04 0.231 216.5 3.98 3.89 32.29 0.290 221.7 4.98 4.89 32.74 0.351 230.4 5.98 5.91 33.69 0.412 238.4 6.98 6.93 34.50 0.471 243.7 7.98 7.93 34.90 0.531 250.4 8.98 8.95 35.49 0.591 257.7 9.98 9.96 36.14 0.651 263.0 10.98 10.97 36.48 0.711 268.0 11.98 11.98 36.76 0.770 275.2 12.98 12.98 37.33 0.831 282.7 13.98 14.00 37.92 0.891 286.8 14.98 15.01 38.03 0.951 295.6 15.98 16.03 38.75 Tested By SFS Date 11/3/2014 Input Checked By GEM Date 11/4/2014 page 3 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-01 UU REV 3PT sfs.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-4 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 7.4-7.9 Project No. 2014-786-01 Sample No. UD-2 Lab ID 2014-786-01-01 Visual TAN AND BROWN SANDY SILT INITIAL SAMPLE DIMENSIONS WATER CONTENT (AFTER TEST) Total Wt. of Sample 1237.70 Length 1 (in) 6.000 Top Dia. (in) 2.851 Tare No. 806 Length 2 (in) 5.993 Mid. Dia. (in) 2.858 Wt. Tare + WS.(gms) 688.64 Length 3 (in) 5.953 Bot. Dia. (in) 2.866 Wt. Tare + DS.(gms) 564.15 Avg.Length (in) 5.982 Area (in2.)6.417 Wt. of Tare(gms) 100.53 % Moisture 26.9 UNIT WEIGHT Undisturbed Specimen Wt. Tube & WS.(gms.) 1238.48 Sample Volume(cc.) 629.0 Wt. Of Tube(gms.) 0.00 Unit Wet Wt.(gms/cc) 1.97 Wt. Of WS.(gms.) 1238.48 Unit Wet Wt.(pcf.) 122.86 Diameter (in.) 2.86 Moisture Content, % 26.9 Length (in.) 5.94 Unit Dry Wt.(pcf.) 96.9 Length (cm.) 15.19 Initial Dial Reading , mils 73 CONFINING STRESS (psi) 55.6 Dial Reading Before Shearing, mils 118 DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs)(min.)(%)(psi) 0.000 9.4 0.0 0.00 0.00 0.005 16.0 0.10 0.08 1.03 0.010 50.6 0.20 0.18 6.41 0.017 60.3 0.30 0.28 7.92 0.022 67.8 0.40 0.38 9.07 0.029 74.6 0.50 0.48 10.12 0.058 99.5 1.00 0.98 13.91 0.088 116.3 1.50 1.49 16.42 0.118 128.4 2.00 1.99 18.18 0.147 137.6 2.50 2.48 19.49 0.177 145.5 3.00 2.98 20.58 0.237 157.4 4.00 3.99 22.16 0.298 166.6 5.00 5.01 23.28 0.357 174.1 6.00 6.02 24.13 0.417 180.1 7.00 7.02 24.73 0.478 186.2 8.00 8.05 25.34 0.537 191.3 9.00 9.05 25.79 0.596 195.7 10.00 10.04 26.12 0.657 201.0 11.00 11.07 26.55 0.718 205.0 12.00 12.09 26.81 0.777 208.9 13.00 13.09 27.03 0.837 213.6 14.00 14.10 27.34 0.898 217.2 15.00 15.13 27.50 0.958 221.3 16.00 16.14 27.70 Tested By SFS Date 11/3/2014 Input Checked By GEM Date 11/4/2014 page 4 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-01 UU REV 3PT sfs.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-4 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 6.4-7.9 Project No.2014-786-01 Sample No. UD-2 Lab ID 2014-786-01-01 Visual TAN AND BROWN SANDY SILT TEST 1 INITIAL TEST 1 FINAL TEST 2 INITIAL TEST 2 FINAL TEST 3 INITIAL TEST 3 FINAL Tested By SFS Date 11/3/2014 Approved By MPS Date 11/4/2014 page 5 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-01 UU REV 3PT sfs.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-7 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 7.4-8.9 Project No. 2014-786-01 Sample No. UD-1 Lab ID 2014-786-01-03 Visual BLACK AND TAN SANDY SILT WITH GRAVEL 1217.79 5.835 2.841 810 5.841 2.852 843.9 5.841 2.841 697.8 112.88 1216.86 141 165 Tested By SFS Date 11/3/14 Approved By MPS Date 11/4/2014 page 1 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-03 UU REV 3PT sfs.xls]PHOTOS 0.0 5.0 10.0 15.0 20.0 25.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 St r e s s ( p s i ) Strain (%)13.9 (psi)27.8 (psi)55.6 (psi) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-7 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 7.4-7.9 Project No. 2014-786-01 Sample No. UD-1 Lab ID 2014-786-01-03 Visual BLACK AND TAN SANDY SILT WITH GRAVEL INITIAL SAMPLE DIMENSIONS WATER CONTENT (AFTER TEST) Total Wt. of Sample 1225.08 Length 1 (in) 5.965 Top Dia. (in) 2.848 Tare No.812 Length 2 (in) 5.971 Mid. Dia. (in) 2.852 Wt. Tare + WS.(gms) 694.02 Length 3 (in) 5.982 Bot. Dia. (in) 2.856 Wt. Tare + DS.(gms) 566.53 Avg.Length (in) 5.973 Area (in2.)6.388 Wt. of Tare(gms) 106.48 % Moisture 27.7 UNIT WEIGHT Undisturbed Specimen Wt. Tube & WS.(gms.) 1225.2 Sample Volume(cc.) 625.3 Wt. Of Tube(gms.) 0.00 Unit Wet Wt.(gms/cc) 1.96 Wt. Of WS.(gms.) 1225.2 Unit Wet Wt.(pcf.) 122.27 Diameter (in.) 2.85 Moisture Content, % 27.7 Length (in.) 5.97 Unit Dry Wt.(pcf.) 95.7 Length (cm.) 15.17 Initial Dial Reading , mils 37 CONFINING STRESS (psi) 13.9 Dial Reading Before Shearing, mils 41 DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs)(min.)(%)(psi) 0.000 7.1 0.0 0.00 0.00 0.005 29.0 0.10 0.08 3.43 0.010 37.3 0.20 0.17 4.73 0.016 43.2 0.30 0.27 5.64 0.022 48.3 0.40 0.37 6.43 0.028 53.1 0.50 0.47 7.17 0.058 70.9 1.00 0.97 9.90 0.088 82.2 1.50 1.47 11.59 0.117 93.7 2.00 1.97 13.30 0.147 98.9 2.50 2.47 14.02 0.177 103.2 3.00 2.97 14.61 0.236 110.3 4.00 3.96 15.52 0.297 116.9 5.00 4.97 16.34 0.357 122.7 6.00 5.98 17.02 0.416 126.6 7.00 6.97 17.41 0.476 131.8 8.00 7.97 17.97 0.536 136.6 9.00 8.97 18.45 0.595 140.6 10.00 9.96 18.83 0.655 144.4 11.00 10.98 19.14 0.716 149.9 12.00 11.99 19.67 0.775 153.0 13.00 12.99 19.87 0.836 156.7 14.00 14.00 20.14 0.895 160.2 15.00 15.00 20.38 0.956 163.8 16.00 16.01 20.60 Tested By SFS Date 11/3/14 Input Checked By GEM Date 11/4/2014 page 2 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-03 UU REV 3PT sfs.xls]Sheet2 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-7 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 7.9-8.4 Project No. 2014-786-01 Sample No. UD-1 Lab ID 2014-786-01-03 Visual BLACK AND TAN SANDY SILT WITH GRAVEL INITIAL SAMPLE DIMENSIONS WATER CONTENT (AFTER TEST) Total Wt. of Sample 1237.39 Length 1 (in) 5.916 Top Dia. (in) 2.852 Tare No.808 Length 2 (in) 5.889 Mid. Dia. (in) 2.847 Wt. Tare + WS.(gms) 749.88 Length 3 (in) 5.916 Bot. Dia. (in) 2.874 Wt. Tare + DS.(gms) 619.31 Avg.Length (in) 5.907 Area (in2.)6.414 Wt. of Tare(gms) 103.74 % Moisture 25.3 UNIT WEIGHT Undisturbed Specimen Wt. Tube & WS.(gms.) 1237.27 Sample Volume(cc.) 620.8 Wt. Of Tube(gms.) 0.00 Unit Wet Wt.(gms/cc) 1.99 Wt. Of WS.(gms.) 1237.27 Unit Wet Wt.(pcf.) 124.36 Diameter (in.) 2.86 Moisture Content, % 25.3 Length (in.) 5.89 Unit Dry Wt.(pcf.) 99.2 Length (cm.) 15.00 Initial Dial Reading , mils 25 CONFINING STRESS (psi) 27.8 Dial Reading Before Shearing, mils 46 DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs)(min.)(%)(psi) 0.000 6.3 0.0 0.00 0.00 0.003 33.1 0.10 0.05 4.18 0.008 44.6 0.20 0.14 5.96 0.014 54.4 0.30 0.24 7.48 0.020 61.3 0.40 0.34 8.55 0.026 66.9 0.50 0.44 9.41 0.055 86.5 1.00 0.93 12.39 0.085 99.7 1.50 1.44 14.36 0.114 108.2 2.00 1.94 15.58 0.144 114.4 2.50 2.45 16.45 0.175 119.3 3.00 2.97 17.10 0.234 124.9 4.00 3.98 17.77 0.294 127.9 5.00 4.99 18.02 0.355 135.5 6.00 6.02 18.94 0.414 139.6 7.00 7.03 19.33 0.474 142.2 8.00 8.06 19.48 0.535 146.2 9.00 9.09 19.83 0.594 150.9 10.00 10.10 20.27 0.654 153.8 11.00 11.12 20.45 0.715 158.9 12.00 12.14 20.90 0.775 162.1 13.00 13.17 21.09 0.835 163.9 14.00 14.18 21.10 0.895 168.9 15.00 15.20 21.50 0.955 176.1 16.00 16.23 22.19 Tested By SFS Date 11/3/2014 Input Checked By GEM Date 11/4/2014 page 3 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-03 UU REV 3PT sfs.xls]Sheet2 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-7 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 8.4-8.9 Project No. 2014-786-01 Sample No. UD-1 Lab ID 2014-786-01-03 Visual BLACK AND TAN SANDY SILT WITH GRAVEL INITIAL SAMPLE DIMENSIONS WATER CONTENT (AFTER TEST) Total Wt. of Sample 1217.79 Length 1 (in) 5.835 Top Dia. (in) 2.841 Tare No.810 Length 2 (in) 5.841 Mid. Dia. (in) 2.852 Wt. Tare + WS.(gms) 843.90 Length 3 (in) 5.841 Bot. Dia. (in) 2.841 Wt. Tare + DS.(gms) 697.80 Avg.Length (in) 5.839 Area (in2.)6.356 Wt. of Tare(gms) 112.88 % Moisture 25.0 UNIT WEIGHT Undisturbed Specimen Wt. Tube & WS.(gms.) 1216.86 Sample Volume(cc.) 608.1 Wt. Of Tube(gms.) 0.00 Unit Wet Wt.(gms/cc) 2.00 Wt. Of WS.(gms.) 1216.86 Unit Wet Wt.(pcf.) 124.86 Diameter (in.) 2.84 Moisture Content, % 25.0 Length (in.) 5.82 Unit Dry Wt.(pcf.) 99.9 Length (cm.) 14.83 Initial Dial Reading , mils 141 CONFINING STRESS (psi) 55.6 Dial Reading Before Shearing, mils 165 DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs)(min.)(%)(psi) 0.000 9.6 0.0 0.00 0.00 0.004 16.0 0.08 0.07 1.01 0.010 41.9 0.18 0.16 5.07 0.015 53.0 0.28 0.26 6.81 0.021 61.1 0.38 0.36 8.07 0.026 67.8 0.48 0.45 9.12 0.056 90.8 0.98 0.96 12.66 0.086 105.9 1.48 1.47 14.94 0.116 116.0 1.98 1.99 16.41 0.146 122.7 2.48 2.50 17.36 0.175 127.6 2.98 3.01 18.02 0.234 135.8 3.98 4.02 19.06 0.295 141.8 4.98 5.07 19.75 0.355 146.8 5.98 6.11 20.27 0.415 152.0 6.98 7.13 20.81 0.474 156.4 7.98 8.15 21.21 0.535 160.6 8.98 9.20 21.57 0.595 165.1 9.98 10.23 21.97 0.653 168.8 10.98 11.23 22.24 0.715 172.8 11.98 12.30 22.53 0.775 177.1 12.98 13.33 22.84 0.834 180.3 13.98 14.34 23.01 0.894 184.4 14.98 15.37 23.28 0.956 188.3 15.98 16.43 23.50 Tested By SFS Date 11/3/2014 Input Checked By GEM Date 11/4/2014 page 4 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-03 UU REV 3PT sfs.xls]Sheet2 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONSOLIDATED UNDRAINED TRIAXIAL ASTM D2850-03a Client AMEC Boring No. DR-7 Client Reference DAN RIVER PH II RECON. DES. Depth (ft.) 7.4-8.9 Project No.2014-786-01 Sample No. UD-1 Lab ID 2014-786-01-03 Visual BLACK AND TAN SANDY SILT WITH GRAVEL TEST 1 INITIAL TEST 1 FINAL TEST 2 INITIAL TEST 2 FINAL TEST 3 INITIAL TEST 3 FINAL Tested By SFS Date 11/3/2014 Approved By MPS Date 11/4/2014 page 5 of 5 DCN: CT-S29 DATE: 3-20-06 REVISION: 1 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-03 UU REV 3PT sfs.xls]PHOTOS 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-5 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):9.9-10.9 Project No.:2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-02 a =0.00 C =0.00 32.7 39.92 Tested By: SFS Date: 10/30/14 Approved By: MPS Date: 11/3/14 page 1 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 35 40 45 0 10203040506070 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.:DR-5 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):9.9-10.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-02 Visual Description: BROWN SANDY CLAY WITH GRAVEL (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:SFS Date:10/30/14 Approved By: MPS Date:11/3/14 page 2 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 0 10203040506070  (p s i ) (psi) c = = 1.99 28.01 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-5 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):9.9-10.4 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-02 Visual Description: BROWN SANDY CLAY WITH GRAVEL (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 6.208 Diameter 1: 2.834 PRESSURES (psi)Length 2: 6.185 Diameter 2: 2.831 Length 3: 6.182 Diameter 3: 2.801 Cell Pressure (psi)45.0 Avg. Length:6.192 Avg. Diam.:2.822 Back Pressure (psi)40.0 Eff. Conf. Pressure (psi) 5.0 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)96 Final Burette Reading (ml)18.8 Final Change (ml)5.2 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)33 P =12.08 Dial Reading After Saturation (mil) 75 Q =7.75 Dial Reading After Consolidation (mil)85 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 0.1 0.000 40.0 16.1 0.000 40.2 23.6 0.002 40.5 36.0 0.008 41.2 42.7 0.013 41.5 46.7 0.020 41.7 52.3 0.029 41.8 56.8 0.037 41.8 63.5 0.049 41.7 71.4 0.070 41.6 84.0 0.099 41.2 97.3 0.133 40.7 108.8 0.169 40.2 117.8 0.210 39.6 122.9 0.240 39.2 129.3 0.281 38.7 137.3 0.337 38.2 146.4 0.395 37.7 152.9 0.440 37.3 159.6 0.499 36.9 164.3 0.543 36.6 169.6 0.586 36.3 173.5 0.631 36.0 176.8 0.661 35.9 179.9 0.690 35.7 183.2 0.719 35.6 200.1 0.867 34.9 204.9 0.911 34.7 209.0 0.954 34.5 Tested By: SFS Date: 10/30/14 Input Checked By: GEM Date: 11/3/14 page 3 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-5 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):9.9-10.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-02 Visual Description: BROWN SANDY CLAY WITH GRAVEL (UNDISTURBED) Effective Confining Pressure (psi)5.0 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 6.19 Volume After Consolidation (in3)37.62 Initial Sample Diameter (in)2.82 Length After Consolidation (in)6.14 Initial Sample Area (in2)6.25 Area After Consolidation (in2)6.128 Initial Sample Volume (in3)38.73 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.01 2.61 0.23 7.39 4.8 1.545 0.09 6.09 1.30 0.03 3.82 0.52 8.32 4.5 1.852 0.14 6.40 1.91 0.12 5.84 1.21 9.65 3.8 2.536 0.22 6.73 2.92 0.22 6.93 1.52 10.42 3.5 2.986 0.23 6.95 3.46 0.32 7.58 1.66 10.94 3.4 3.259 0.23 7.15 3.79 0.46 8.47 1.75 11.74 3.3 3.596 0.21 7.50 4.24 0.61 9.19 1.75 12.45 3.3 3.821 0.20 7.86 4.60 0.80 10.26 1.71 13.57 3.3 4.106 0.17 8.44 5.13 1.14 11.49 1.55 14.96 3.5 4.321 0.14 9.21 5.75 1.61 13.47 1.18 17.30 3.8 4.517 0.09 10.56 6.73 2.17 15.51 0.68 19.84 4.3 4.582 0.05 12.08 7.75 2.75 17.24 0.16 22.10 4.9 4.552 0.01 13.48 8.62 3.42 18.54 -0.42 23.97 5.4 4.412 -0.02 14.70 9.27 3.91 19.25 -0.82 25.09 5.8 4.299 -0.04 15.46 9.63 4.58 20.11 -1.28 26.41 6.3 4.194 -0.07 16.35 10.06 5.48 21.15 -1.85 28.01 6.9 4.082 -0.09 17.44 10.58 6.43 22.33 -2.36 29.71 7.4 4.030 -0.11 18.54 11.17 7.17 23.15 -2.69 30.85 7.7 4.004 -0.12 19.28 11.57 8.12 23.91 -3.12 32.05 8.1 3.938 -0.14 20.09 11.96 8.84 24.43 -3.44 32.88 8.5 3.889 -0.15 20.67 12.21 9.55 25.01 -3.71 33.73 8.7 3.867 -0.15 21.23 12.50 10.28 25.39 -3.98 34.38 9.0 3.822 -0.16 21.69 12.69 10.77 25.72 -4.14 34.88 9.2 3.809 -0.17 22.02 12.86 11.24 26.04 -4.30 35.36 9.3 3.795 -0.17 22.34 13.02 11.72 26.37 -4.44 35.82 9.5 3.790 -0.18 22.64 13.18 14.12 28.02 -5.13 38.17 10.1 3.761 -0.19 24.16 14.01 14.84 28.45 -5.30 38.77 10.3 3.758 -0.19 24.54 14.23 15.55 28.78 -5.47 39.26 10.5 3.745 -0.20 24.87 14.39 page 4 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-5 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):10.4-10.9 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-02 Visual Description: BROWN SANDY CLAY WITH GRAVEL (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1: 5.883 Diameter 1: 2.837 PRESSURES (psi)Length 2: 5.853 Diameter 2: 2.853 Length 3: 5.909 Diameter 3: 2.824 Cell Pressure (psi)60.0 Avg. Length:5.882 Avg. Diam.:2.838 Back Pressure (psi)40.0 Eff. Conf. Pressure (psi) 20.0 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)98 Final Burette Reading (ml)11.6 Final Change (ml)12.4 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)80 P =32.65 Dial Reading After Saturation (mil)95 Q =21.03 Dial Reading After Consolidation (mil)136 LOAD DEFORMATION PORE PRESSURE (LB)(IN)(PSI) 11.7 0.000 40.0 20.7 0.001 40.4 30.8 0.003 40.8 59.3 0.009 43.0 76.6 0.014 44.8 90.7 0.020 46.2 105.6 0.029 47.8 117.3 0.038 48.7 132.5 0.049 49.6 154.0 0.069 50.4 185.6 0.098 50.6 220.3 0.133 50.3 252.2 0.168 49.5 282.5 0.209 48.4 303.6 0.237 47.4 325.7 0.278 46.1 349.3 0.335 44.4 367.0 0.392 43.1 378.4 0.437 42.3 390.1 0.495 41.4 398.0 0.538 40.9 408.0 0.582 40.4 415.8 0.627 40.0 419.1 0.657 39.8 421.3 0.685 39.6 426.6 0.713 39.4 426.9 0.743 39.3 434.5 0.788 39.0 439.5 0.831 38.8 444.5 0.860 38.6 447.8 0.890 38.5 Tested By: SFS Date:10/30/2014 Input Checked By: GEM Date: 11/3/2014 page 5 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-5 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):10.4-10.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-02 Visual Description: BROWN SANDY CLAY WITH GRAVEL (UNDISTURBED) Effective Confining Pressure (psi)20.0 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.88 Volume After Consolidation (in 3)36.16 Initial Sample Diameter (in)2.84 Length After Consolidation (in)5.83 Initial Sample Area (in2)6.33 Area After Consolidation (in2)6.208 Initial Sample Volume (in3)37.21 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.03 1.46 0.35 21.11 19.7 1.074 0.25 20.38 0.73 0.05 3.08 0.77 22.32 19.2 1.160 0.25 20.78 1.54 0.15 7.66 2.96 24.71 17.0 1.449 0.39 20.88 3.83 0.25 10.44 4.84 25.61 15.2 1.688 0.47 20.39 5.22 0.34 12.69 6.23 26.47 13.8 1.921 0.50 20.12 6.35 0.49 15.06 7.77 27.29 12.2 2.231 0.53 19.76 7.53 0.65 16.91 8.71 28.20 11.3 2.497 0.53 19.75 8.45 0.84 19.30 9.63 29.68 10.4 2.860 0.51 20.03 9.65 1.18 22.66 10.37 32.30 9.6 3.351 0.47 20.97 11.33 1.68 27.55 10.61 36.94 9.4 3.931 0.39 23.17 13.77 2.28 32.84 10.28 42.57 9.7 4.374 0.32 26.15 16.42 2.89 37.63 9.51 48.13 10.5 4.584 0.26 29.32 18.82 3.58 42.06 8.39 53.68 11.6 4.621 0.20 32.65 21.03 4.06 45.12 7.40 57.73 12.6 4.578 0.17 35.17 22.56 4.77 48.18 6.06 62.13 13.9 4.454 0.13 38.04 24.09 5.74 51.27 4.37 66.91 15.6 4.277 0.09 41.27 25.63 6.73 53.39 3.12 70.28 16.9 4.162 0.06 43.58 26.70 7.50 54.64 2.30 72.35 17.7 4.086 0.04 45.03 27.32 8.50 55.78 1.42 74.37 18.6 4.000 0.03 46.48 27.89 9.23 56.49 0.88 75.61 19.1 3.954 0.02 47.37 28.24 10.00 57.46 0.40 77.06 19.6 3.931 0.01 48.33 28.73 10.77 58.09 -0.02 78.12 20.0 3.901 0.00 49.07 29.05 11.27 58.24 -0.17 78.41 20.2 3.886 0.00 49.29 29.12 11.76 58.23 -0.38 78.62 20.4 3.856 -0.01 49.50 29.12 12.25 58.65 -0.58 79.23 20.6 3.849 -0.01 49.91 29.32 12.76 58.35 -0.75 79.11 20.8 3.811 -0.01 49.93 29.18 13.52 58.90 -1.03 79.94 21.0 3.800 -0.02 50.49 29.45 14.26 59.09 -1.20 80.30 21.2 3.786 -0.02 50.76 29.55 14.76 59.43 -1.35 80.79 21.4 3.782 -0.02 51.08 29.72 15.28 59.52 -1.47 81.00 21.5 3.772 -0.03 51.24 29.76 page 6 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-5 Client Reference:DAN RIVER PH II RECON. DES. Depth (ft):9.9-10.9 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-02 Visual Description: BROWN SANDY CLAY WITH GRAVEL (UNDISTURBED) Tested By: SFS Date: 10/30/2014 Approved By: MPS Date: 11/3/2014 page 7 of 10 0 10 20 30 40 50 60 70 024681012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-02 Specific Gravity (assumed)2.7 Visual Description: BROWN SANDY CLAY WITH GRAVEL (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-5 DR-5 Depth (ft):9.9-10.4 10.4-10.9 Sample No.:UD-1 UD-1 Test No.T1 T2 Deformation Rate (in/min)0.002 0.002 Back Pressure (psi)40.0 40.0 Consolidation Time (days)1 1 Moisture Content (%) (INITIAL)19.8 19.8 Total Unit Weight (pcf)131.9 132.9 Dry Unit Weight (pcf)110.0 110.9 Moisture Content (%) (FINAL)19.9 17.2 Initial State Void Ratio,e 0.531 0.520 Void Ratio at Shear, e 0.488 0.477 Tested By: SFS Date: 10/30/14 Input Checked By: GEM Date: 11/3/14 page 8 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 Tare Number 807 807 Weight of Tare & Wet Sample (g)446.26 446.26 Weight of Tare & Dry Sample (g)389.53 389.53 Weight of Tare (g)103.54 103.54 Moisture Content (%) (INITIAL)19.84 19.84 Tare Number 813 801 Weight of Tare & Wet Sample (g)779.68 844.43 Weight of Tare & Dry Sample (g)668.69 734.8 Weight of Tare (g)110.15 99.18 Moisture Content (%) (FINAL)19.87 17.25 UNIT WEIGHT Weight of Tube & Wet Sample (g)1340.58 1297.98 Weight of Tube (g)0 0 Weight of Wet Sample (g)1340.58 1297.98 Length 1 (in)6.208 5.883 Length 2 (in)6.185 5.853 Length 3 (in)6.182 5.909 Top Diameter (in)2.834 2.837 Middle Diameter (in)2.831 2.853 Bottom Diameter (in)2.801 2.824 Average Length (in)6.191667 5.881667 Average Area (in)6.255 6.326 Sample Volume (cm 3)634.62 609.70 Unit Wet Weight (g/cm 3)2.11 2.13 Unit Wet Weight (pcf)131.88 132.91 Unit Dry Weight (pcf)110.05 110.91 Unit Dry Weight (g/cm 3)1.76 1.78 Initial Burette Reading 24 24 Final Burette Reading 18.8 11.6 Initial Dial Reading 33 80 Dial Reading After Saturation 75 95 Dial Reading After Consolidation 85 136 Volume Change during Consolidation 5.2 12.4 Volume Change during Saturation 12.91 4.66 Volume at Shear (cm 3)*These 616.50 592.64 Volume of Solids (cm 3) measurements 414.32 401.16 Volume of Voids (cm 3)are all 202.18 191.48 Volume of Water (cm 3) at 222.30 186.81 Void Ratio, e shear 0.488 0.477 page 9 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-5 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft): 9.9-10.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID: 2014-786-01-02 TEST 1 INITIAL TEST 1 FINAL TEST 2 INITIAL TEST 2 FINAL Tested By SFS Date 10/30/2014 Approved By MPS Date 11/3/2014 page 10 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-02 SIGMATRIAX 2PT.xlsm]SECOND 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):7-9 Project No.:2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 a =1.56 C =1.79 26.1 29.26 Tested By:JCM Date: 10/28/14 Approved By: DB Date: 11/4/14 page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 35 40 0 1020304050607080 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):7-9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:JCM Date:10/28/14 Approved By: DB Date:11/4/14 page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 70 80 0 102030405060708090  (p s i ) (psi) c = = 3.31 17.16 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):7.4-7.9 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.889 Diameter 1: 2.893 PRESSURES (psi)Length 2: 5.890 Diameter 2: 2.892 Length 3: 5.885 Diameter 3: 2.884 Cell Pressure (psi)36.7 Avg. Length:5.888 Avg. Diam.:2.890 Back Pressure (psi)31.5 Eff. Conf. Pressure (psi) 5.2 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)100 Final Burette Reading (ml)16.0 Final Change (ml)8.0 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 54P =10.45 Dial Reading After Saturation (mil)65 Q =6.67 Dial Reading After Consolidation (mil)89 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 8.4 0.000 31.5 17.9 0.001 32.021.9 0.002 32.230.8 0.007 32.935.9 0.014 33.039.1 0.015 33.443.4 0.028 33.646.3 0.034 33.749.8 0.051 33.8 58.7 0.071 34.070.1 0.102 33.7 82.0 0.135 33.5 90.9 0.172 33.298.0 0.213 32.9 105.4 0.240 32.6 112.2 0.283 32.2 126.7 0.339 31.8136.4 0.401 31.3144.3 0.444 30.8151.8 0.502 30.4158.8 0.553 30.1 166.5 0.595 29.6176.1 0.640 29.2180.3 0.668 29.0183.6 0.698 28.9184.6 0.730 28.6188.3 0.758 28.3 193.4 0.802 28.0 196.9 0.849 27.9 201.6 0.880 27.8204.9 0.911 27.5 Tested By: JCM Date: 10/28/14 Input Checked By: KC Date: 11/4/14 page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7.4-7.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)5.2 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.89 Volume After Consolidation (in3)37.91 Initial Sample Diameter (in) 2.89 Length After Consolidation (in) 5.85 Initial Sample Area (in2)6.56 Area After Consolidation (in2)6.477 Initial Sample Volume (in3)38.61 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.02 1.46 0.53 6.14 4.7 1.313 0.36 5.40 0.730.04 2.08 0.71 6.57 4.5 1.463 0.34 5.53 1.040.13 3.45 1.36 7.29 3.8 1.898 0.40 5.56 1.720.25 4.23 1.46 7.97 3.7 2.132 0.34 5.86 2.120.25 4.73 1.92 8.01 3.3 2.444 0.41 5.64 2.370.49 5.38 2.11 8.47 3.1 2.741 0.39 5.78 2.690.59 5.81 2.22 8.79 3.0 2.951 0.38 5.88 2.910.87 6.34 2.34 9.20 2.9 3.215 0.37 6.03 3.17 1.22 7.67 2.48 10.39 2.7 3.822 0.32 6.56 3.841.75 9.36 2.20 12.36 3.0 4.115 0.23 7.68 4.68 2.31 11.09 1.96 14.34 3.2 4.419 0.18 8.79 5.55 2.94 12.36 1.66 15.90 3.5 4.491 0.13 9.72 6.183.63 13.33 1.42 17.12 3.8 4.523 0.11 10.45 6.67 4.10 14.35 1.08 18.48 4.1 4.482 0.08 11.30 7.18 4.83 15.25 0.66 19.79 4.5 4.360 0.04 12.177.63 5.79 17.21 0.31 22.09 4.9 4.519 0.02 13.49 8.606.85 18.41 -0.24 23.855.4 4.385-0.01 14.65 9.217.59 19.39 -0.68 25.28 5.9 4.297-0.04 15.58 9.708.58 20.24 -1.06 26.50 6.3 4.233 -0.05 16.38 10.129.44 21.03 -1.39 27.62 6.6 4.190 -0.07 17.10 10.51 10.16 21.93 -1.95 29.08 7.1 4.068 -0.09 18.12 10.9710.93 23.06 -2.27 30.53 7.5 4.087-0.10 19.00 11.5311.41 23.51 -2.53 31.24 7.7 4.042 -0.11 19.48 11.7611.92 23.82 -2.60 31.62 7.8 4.054 -0.11 19.71 11.9112.47 23.81 -2.89 31.90 8.1 3.944 -0.12 19.99 11.9112.96 24.18 -3.25 32.63 8.4 3.863 -0.13 20.54 12.09 13.71 24.65-3.47 33.32 8.7 3.842 -0.14 21.00 12.33 14.51 24.88 -3.59 33.67 8.8 3.831 -0.14 21.23 12.44 15.04 25.34 -3.74 34.28 8.9 3.836 -0.15 21.61 12.6715.57 25.61 -3.97 34.78 9.2 3.794 -0.15 21.97 12.81 page 4 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):8.4-8.9 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-09 Visual Description BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1:5.812 Diameter 1: 2.845 PRESSURES (psi)Length 2: 5.806 Diameter 2: 2.873 Length 3:5.805 Diameter 3: 2.893 Cell Pressure (psi) 41.7 Avg. Length 5.808 Avg. Diam.:2.870 Back Pressure (psi) 31.4 Eff. Conf. Pressure (psi) 10.3 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml) 48.0 Response (%)100 Final Burette Reading (ml)35.5 Final Change (ml)12.5 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 45P = 17.49 Dial Reading After Saturation (mil 55 Q =10.16 Dial Reading After Consolidation (mil)92 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 13.1 0.000 31.431.8 0.001 32.741.3 0.003 33.267.4 0.008 34.284.9 0.015 34.797.5 0.019 34.9106.2 0.028 35.3111.5 0.040 35.4116.4 0.051 35.4123.0 0.071 35.4130.7 0.101 35.1138.5 0.134 34.7146.2 0.167 34.4151.6 0.206 34.0154.3 0.233 33.6159.5 0.275 33.2164.9 0.332 32.8169.9 0.368 32.9174.6 0.409 32.5180.8 0.467 32.0185.7 0.511 31.8190.8 0.555 31.4195.2 0.598 31.2197.7 0.629 30.9200.3 0.658 30.8203.0 0.687 30.7206.0 0.715 30.4210.9 0.759 30.2214.8 0.802 29.8217.8 0.832 29.7220.9 0.860 29.4 Tested By: JCM Date: 10/28/14 Input Checked By: KC Date: 11/4/14 page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):8.4-8.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)10.3 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.81 Volume After Consolidation (in3)36.62 Initial Sample Diameter (in) 2.87 Length After Consolidation (in) 5.76 Initial Sample Area (in2)6.47 Area After Consolidation (in2)6.357 Initial Sample Volume (in3)37.58 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 2.94 1.30 11.93 9.0 1.326 0.44 10.46 1.470.05 4.43 1.81 12.92 8.5 1.521 0.41 10.71 2.210.14 8.53 2.83 16.00 7.5 2.142 0.33 11.74 4.270.26 11.27 3.32 18.25 7.0 2.615 0.29 12.61 5.640.33 13.24 3.53 20.01 6.8 2.956 0.27 13.39 6.620.49 14.57 3.88 21.00 6.4 3.268 0.27 13.71 7.290.69 15.37 3.99 21.67 6.3 3.437 0.26 13.99 7.680.89 16.10 3.99 22.41 6.3 3.554 0.25 14.36 8.051.24 17.07 3.97 23.40 6.3 3.694 0.23 14.87 8.531.75 18.18 3.69 24.79 6.6 3.750 0.20 15.70 9.092.32 19.26 3.33 26.23 7.0 3.765 0.17 16.60 9.632.90 20.33 2.97 27.66 7.3 3.773 0.15 17.49 10.163.57 21.01 2.58 28.73 7.7 3.722 0.12 18.23 10.514.05 21.31 2.25 29.36 8.1 3.648 0.11 18.71 10.664.77 21.92 1.85 30.38 8.5 3.594 0.08 19.42 10.965.76 22.50 1.44 31.36 8.9 3.541 0.06 20.11 11.256.39 23.09 1.54 31.84 8.8 3.637 0.07 20.30 11.547.11 23.59 1.11 32.78 9.2 3.568 0.05 20.98 11.808.10 24.24 0.62 33.92 9.7 3.505 0.03 21.80 12.128.87 24.74 0.37 34.67 9.9 3.492 0.02 22.30 12.379.64 25.25 -0.04 35.59 10.3 3.444 0.00 22.96 12.6310.38 25.67 -0.24 36.21 10.5 3.435 -0.01 23.37 12.8310.92 25.87 -0.46 36.63 10.8 3.405 -0.02 23.69 12.9411.42 26.08 -0.63 37.01 10.9 3.386 -0.02 23.97 13.0411.93 26.30 -0.74 37.34 11.0 3.381 -0.03 24.19 13.1512.41 26.58 -0.97 37.85 11.3 3.358 -0.04 24.56 13.2913.17 27.02 -1.23 38.55 11.5 3.343 -0.05 25.04 13.5113.93 27.31 -1.58 39.19 11.9 3.299 -0.06 25.53 13.6514.45 27.54 -1.70 39.55 12.0 3.294 -0.06 25.78 13.7714.94 27.80 -1.95 40.06 12.3 3.269 -0.07 26.15 13.90 page 6 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):7.9-8.4 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.3 Length 1: 5.799 Diameter 1: 2.879 PRESSURES (psi)Length 2: 5.798 Diameter 2: 2.876 Length 3: 5.796 Diameter 3: 2.883 Cell Pressure (psi)71.0 Avg. Length:5.798 Avg. Diam.:2.879 Back Pressure (psi)31.9 Eff. Conf. Pressure (psi) 39.1 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)48.0 Response (%)99 Final Burette Reading (ml)17.2 Final Change (ml)30.8 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 49P = 39.48 Dial Reading After Saturation (mil)71 Q = 20.86 Dial Reading After Consolidation (mil)202 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 17.1 0.000 31.930.7 0.001 32.631.6 0.002 32.739.2 0.013 33.365.4 0.017 35.2100.4 0.018 39.0124.2 0.025 42.3139.5 0.039 44.3155.3 0.047 46.4177.2 0.065 48.8201.7 0.094 50.8226.1 0.131 52.3246.1 0.165 52.9267.2 0.206 53.2279.5 0.236 52.8292.6 0.278 52.4306.3 0.328 51.5317.2 0.392 50.5320.4 0.436 49.7318.4 0.493 48.5313.9 0.535 48.0313.6 0.580 47.9312.0 0.623 47.4312.1 0.648 47.2311.2 0.679 47.0308.7 0.709 46.8307.1 0.738 46.6309.0 0.780 46.4312.2 0.822 46.4313.3 0.854 46.4317.4 0.884 46.3 Tested By: JCM Date: 10/28/14 Input Checked By: KC Date: 11/4/14 page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7.9-8.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)39.1 Stage No.1 Test No 3 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.80 Volume After Consolidation (in3)35.44 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.64 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.279 Initial Sample Volume (in3)37.75 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 2.17 0.66 40.61 38.4 1.056 0.31 39.53 1.090.04 2.30 0.76 40.65 38.3 1.060 0.33 39.49 1.150.23 3.52 1.35 41.27 37.7 1.093 0.39 39.51 1.760.30 7.66 3.34 43.42 35.8 1.214 0.44 39.59 3.830.31 13.22 7.10 45.21 32.0 1.413 0.54 38.61 6.610.45 16.98 10.42 45.66 28.7 1.592 0.62 37.17 8.490.69 19.35 12.39 46.07 26.7 1.724 0.65 36.39 9.680.84 21.83 14.46 46.47 24.6 1.886 0.67 35.56 10.921.14 25.21 16.88 47.43 22.2 2.135 0.68 34.82 12.601.67 28.90 18.94 49.07 20.2 2.434 0.66 34.61 14.452.31 32.51 20.36 51.25 18.7 2.735 0.63 34.99 16.262.93 35.40 20.98 53.52 18.1 2.953 0.60 35.82 17.703.65 38.37 21.26 56.22 17.8 3.150 0.56 37.03 19.194.18 40.05 20.95 58.20 18.2 3.207 0.53 38.18 20.034.93 41.71 20.48 60.33 18.6 3.240 0.50 39.48 20.865.82 43.39 19.61 62.88 19.5 3.226 0.46 41.18 21.696.94 44.48 18.62 64.96 20.5 3.172 0.42 42.72 22.247.72 44.58 17.77 65.91 21.3 3.090 0.40 43.62 22.298.73 43.80 16.58 66.32 22.5 2.945 0.38 44.42 21.909.48 42.80 16.11 65.78 23.0 2.862 0.38 44.38 21.4010.28 42.36 15.96 65.51 23.1 2.831 0.38 44.32 21.1811.03 41.79 15.47 65.42 23.6 2.768 0.37 44.53 20.9011.48 41.59 15.27 65.43 23.8 2.745 0.37 44.63 20.8012.03 41.20 15.12 65.18 24.0 2.718 0.37 44.58 20.6012.55 40.61 14.88 64.84 24.2 2.677 0.37 44.53 20.3113.08 40.15 14.73 64.52 24.4 2.648 0.37 44.44 20.0813.81 40.07 14.52 64.65 24.6 2.630 0.37 44.62 20.0314.55 40.16 14.49 64.77 24.6 2.632 0.36 44.69 20.0815.13 40.04 14.49 64.65 24.6 2.627 0.37 44.63 20.0215.65 40.35 14.45 65.00 24.7 2.637 0.36 44.83 20.17 page 8 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft): 7.9-8.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID: 2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Tested By: JCM Date: 10/28/14 Approved By: DB Date: 11/4/14 page 9 of 11 0 5 10 15 20 25 30 35 40 45 50 024681012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-09 Specific Gravity (assumed) 2.7 Visual Description: BROWN SANDY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-13 DR-13 DR-13 Depth (ft):7.4-7.9 8.4-8.9 7.9-8.4 Sample No.:UD-1 UD-1 UD-1 Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)31.5 31.4 31.9 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)28.4 28.4 28.4 Total Unit Weight (pcf)124.1 123.9 115.8 Dry Unit Weight (pcf)96.7 96.5 90.2 Moisture Content (%) (FINAL)26.2 25.4 33.5 Initial State Void Ratio,e 0.743 0.746 0.869 Void Ratio at Shear, e 0.711 0.702 0.755 Tested By: JCM Date: 10/28/14 Input Checked By: KC Date: 11/4/14 page 10of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 T3 Tare Number 1705 1705 1705 Weight of Tare & Wet Sample (g)183.28 183.28 183.28 Weight of Tare & Dry Sample (g)161.13 161.13 161.13 Weight of Tare (g)83.04 83.04 83.04 Moisture Content (%) (INITIAL)28.36 28.36 28.36 Tare Number 585 607 623 Weight of Tare & Wet Sample (g)338.48 410.27 386.72 Weight of Tare & Dry Sample (g)285.86 343.96 310.91 Weight of Tare (g)85.29 82.71 84.48 Moisture Content (%) (FINAL)26.24 25.38 33.48 UNIT WEIGHT Weight of Tube & Wet Sample (g)1672.49 1630.4 1555.63 Weight of Tube (g)414.36 408.28 408.48 Weight of Wet Sample (g)1258.13 1222.12 1147.15 Length 1 (in)5.889 5.812 5.799 Length 2 (in)5.89 5.806 5.798 Length 3 (in)5.885 5.805 5.796 Top Diameter (in)2.893 2.845 2.879 Middle Diameter (in)2.892 2.873 2.876 Bottom Diameter (in)2.884 2.893 2.883 Average Length (in)5.888 5.8077 5.7977 Average Area (in)6.558 6.471 6.511 Sample Volume (cm 3)632.78 615.83 618.63 Unit Wet Weight (g/cm3)1.99 1.98 1.85 Unit Wet Weight (pcf)124.13 123.89 115.77 Unit Dry Weight (pcf)96.70 96.52 90.19 Unit Dry Weight (g/cm3)1.55 1.55 1.44 Initial Burette Reading 24 48 48 Final Burette Reading 16 35.5 17.2 Initial Dial Reading 54 45 49 Dial Reading After Saturation 65 55 71 Dial Reading After Consolidation 89 92 202 Volume Change during Consolidation 8 12.5 30.8 Volume Change during Saturation 3.55 3.18 7.04 Volume at Shear (cm3)*These 621.24 600.14 580.78 Volume of Solids (cm3)measurements 363.01 352.62 330.99 Volume of Voids (cm3)are all 258.23 247.53 249.80 Volume of Water (cm3)at 257.14 241.65 299.20 Void Ratio, e shear 0.711 0.702 0.755 page 11 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15-17 Project No.:2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-04 a =1.37 C =1.60 27.6 31.45 Tested By:JCM Date: 10/29/14 Approved By: DB Date: 11/5/14 page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 35 40 0 10203040506070 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15-17 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-04 Visual Description: REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:JCM Date:10/29/14 Approved By: DB Date:11/5/14 page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 70 0 1020304050607080  (p s i ) (psi) c = = 1.55 21.66 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15.4-15.9 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-04 Visual Description: REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.857 Diameter 1: 2.882 PRESSURES (psi)Length 2: 5.848 Diameter 2: 2.880 Length 3: 5.860 Diameter 3: 2.878 Cell Pressure (psi)36.8 Avg. Length:5.855 Avg. Diam.:2.880 Back Pressure (psi)32.0 Eff. Conf. Pressure (psi) 4.8 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)100 Final Burette Reading (ml)16.9 Final Change (ml)7.1 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 49P =7.15 Dial Reading After Saturation (mil)50 Q =5.10 Dial Reading After Consolidation (mil)63 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 9.8 0.000 32.0 24.0 0.001 32.729.9 0.002 33.044.4 0.008 33.850.5 0.013 34.254.8 0.019 34.359.7 0.028 34.564.0 0.037 34.769.3 0.048 34.8 76.4 0.069 34.783.4 0.098 34.5 89.2 0.133 34.2 96.2 0.169 33.9102.9 0.210 33.5 108.7 0.239 33.4 114.9 0.279 32.9 121.7 0.335 32.5129.3 0.395 32.1133.1 0.439 31.9138.7 0.498 31.5143.2 0.542 31.2 148.0 0.585 30.9153.0 0.631 30.7156.8 0.661 30.5158.7 0.691 30.5160.0 0.720 30.2162.9 0.749 30.2 167.6 0.793 30.0 172.4 0.837 29.7 175.4 0.867 29.7178.2 0.897 29.4 Tested By: JCM Date: 10/29/14 Input Checked By: KC Date: 11/5/14 page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):15.4-15.9 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-04 Visual Description: REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Effective Confining Pressure (psi)4.8 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.86 Volume After Consolidation (in3)37.69 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.84 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.452 Initial Sample Volume (in3)38.14 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.02 2.20 0.68 6.32 4.1 1.535 0.31 5.22 1.100.04 3.11 1.00 6.91 3.8 1.819 0.32 5.36 1.560.14 5.35 1.76 8.40 3.0 2.759 0.33 5.72 2.680.23 6.29 2.20 8.89 2.6 3.424 0.355.74 3.150.33 6.95 2.32 9.42 2.5 3.806 0.33 5.95 3.470.48 7.70 2.54 9.95 2.3 4.409 0.33 6.11 3.850.63 8.34 2.74 10.40 2.1 5.056 0.33 6.23 4.170.83 9.14 2.79 11.15 2.0 5.556 0.31 6.58 4.57 1.18 10.19 2.75 12.25 2.1 5.969 0.277.155.101.68 11.21 2.48 13.54 2.3 5.828 0.22 7.93 5.61 2.28 12.02 2.19 14.63 2.6 5.612 0.18 8.62 6.01 2.90 13.01 1.88 15.93 2.9 5.451 0.14 9.43 6.503.60 13.91 1.55 17.16 3.3 5.274 0.11 10.21 6.95 4.09 14.70 1.35 18.15 3.4 5.265 0.09 10.80 7.35 4.78 15.51 0.90 19.41 3.9 4.975 0.06 11.66 7.76 5.74 16.35 0.53 20.62 4.3 4.828 0.03 12.45 8.176.76 17.26 0.12 21.94 4.7 4.689 0.01 13.31 8.637.52 17.67-0.15 22.62 4.9 4.574 -0.01 13.78 8.848.53 18.27-0.46 23.53 5.3 4.470 -0.03 14.40 9.139.27 18.75 -0.81 24.36 5.6 4.340 -0.04 14.99 9.38 10.02 19.28 -1.13 25.21 5.9 4.250 -0.06 15.57 9.6410.80 19.79 -1.27 25.86 6.1 4.261 -0.06 15.97 9.9011.32 20.20 -1.53 26.52 6.3 4.193 -0.08 16.42 10.1011.83 20.35-1.54 26.69 6.3 4.208 -0.08 16.52 10.1812.33 20.41 -1.77 26.98 6.6 4.105-0.09 16.78 10.2012.83 20.68 -1.80 27.29 6.6 4.131 -0.09 16.95 10.34 13.58 21.13 -2.01 27.93 6.8 4.105-0.09 17.37 10.56 14.33 21.58 -2.33 28.71 7.1 4.028 -0.11 17.92 10.79 14.84 21.86 -2.27 28.93 7.1 4.092 -0.10 18.00 10.9315.35 22.09 -2.56 29.457.4 4.001 -0.12 18.40 11.04 page 4 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15.9-16.4 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-04 Visual Description REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1:5.950 Diameter 1: 2.895 PRESSURES (psi)Length 2: 5.948 Diameter 2: 2.885 Length 3:5.941 Diameter 3: 2.881 Cell Pressure (psi) 42.0 Avg. Length 5.946 Avg. Diam.:2.887 Back Pressure (psi) 32.0 Eff. Conf. Pressure (psi) 10.0 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml) 48.0 Response (%)100 Final Burette Reading (ml)35.7 Final Change (ml)12.3 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 43P = 18.06 Dial Reading After Saturation (mil 46 Q =12.83 Dial Reading After Consolidation (mil)84 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 14.1 0.000 32.025.9 0.001 33.133.4 0.002 33.652.2 0.007 35.063.5 0.012 35.872.4 0.018 36.385.4 0.026 36.796.1 0.035 37.0112.6 0.046 37.2139.7 0.067 37.2182.4 0.094 36.8219.9 0.129 35.6246.5 0.165 34.1259.4 0.207 32.4262.2 0.237 31.1265.4 0.279 29.7268.4 0.335 28.6270.4 0.396 27.7278.1 0.442 27.3283.7 0.503 26.7289.3 0.547 26.3292.5 0.591 26.0303.3 0.634 25.7308.8 0.666 25.3312.7 0.696 25.1319.1 0.727 24.8328.4 0.756 24.6332.0 0.800 24.2333.8 0.843 23.9340.4 0.873 23.6337.9 0.903 23.4 Tested By: JCM Date: 10/29/14 Input Checked By: KC Date: 11/5/14 page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):15.9-16.4 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-04 Visual Description REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Effective Confining Pressure (psi)10.0 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.95 Volume After Consolidation (in3)38.12 Initial Sample Diameter (in) 2.89 Length After Consolidation (in) 5.91 Initial Sample Area (in2)6.55 Area After Consolidation (in2)6.454 Initial Sample Volume (in3)38.93 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.01 1.83 1.06 10.76 8.9 1.204 0.58 9.85 0.910.03 2.99 1.61 11.38 8.4 1.357 0.54 9.89 1.500.12 5.90 3.04 12.86 7.0 1.848 0.52 9.91 2.950.20 7.63 3.78 13.85 6.2 2.227 0.50 10.03 3.820.30 9.01 4.27 14.74 5.7 2.572 0.47 10.23 4.500.44 11.00 4.73 16.28 5.3 3.086 0.43 10.78 5.500.59 12.63 5.00 17.64 5.0 3.525 0.40 11.32 6.320.78 15.15 5.21 19.94 4.8 4.160 0.34 12.37 7.571.13 19.24 5.24 24.00 4.8 5.041 0.27 14.38 9.621.59 25.66 4.78 30.89 5.2 5.912 0.19 18.06 12.832.19 31.19 3.64 37.55 6.4 5.908 0.12 21.95 15.602.80 35.00 2.15 42.85 7.9 5.458 0.06 25.35 17.503.51 36.67 0.37 46.30 9.6 4.806 0.01 27.97 18.334.02 36.89 -0.88 47.77 10.9 4.390 -0.02 29.32 18.444.72 37.10 -2.28 49.38 12.3 4.022 -0.06 30.83 18.555.67 37.17 -3.40 50.56 13.4 3.774 -0.09 31.98 18.586.70 37.05 -4.29 51.33 14.3 3.593 -0.12 32.81 18.527.49 37.83 -4.75 52.58 14.7 3.565 -0.13 33.67 18.928.52 38.21 -5.32 53.53 15.3 3.495 -0.14 34.42 19.119.27 38.69 -5.67 54.36 15.7 3.468 -0.15 35.02 19.3410.00 38.82 -6.00 54.83 16.0 3.426 -0.15 35.42 19.4110.74 39.99 -6.35 56.34 16.3 3.446 -0.16 36.35 20.0011.27 40.51 -6.66 57.16 16.7 3.432 -0.16 36.91 20.2511.78 40.81 -6.91 57.73 16.9 3.413 -0.17 37.32 20.4112.31 41.44 -7.15 58.60 17.2 3.416 -0.17 37.87 20.7212.81 42.46 -7.40 59.86 17.4 3.440 -0.17 38.63 21.2313.55 42.58 -7.77 60.35 17.8 3.396 -0.18 39.06 21.2914.28 42.46 -8.14 60.59 18.1 3.341 -0.19 39.36 21.2314.78 43.08 -8.38 61.46 18.4 3.344 -0.19 39.92 21.5415.29 42.49 -8.61 61.10 18.6 3.284 -0.20 39.85 21.25 page 6 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15.9-16.4 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-04 Visual Description: REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.3 Length 1: 5.853 Diameter 1: 2.879 PRESSURES (psi)Length 2: 5.861 Diameter 2: 2.882 Length 3: 5.853 Diameter 3: 2.883 Cell Pressure (psi)61.6 Avg. Length:5.856 Avg. Diam.:2.881 Back Pressure (psi)32.1 Eff. Conf. Pressure (psi) 29.5 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)48.0 Response (%)97 Final Burette Reading (ml)22.8 Final Change (ml)25.2 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 70P = 34.84 Dial Reading After Saturation (mil)75 Q = 19.54 Dial Reading After Consolidation (mil)155 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 16.1 0.000 32.023.4 0.001 32.434.1 0.002 32.773.1 0.007 35.296.3 0.012 37.3113.8 0.018 39.0136.2 0.027 40.9154.5 0.036 42.4175.5 0.047 43.7203.7 0.068 45.2234.8 0.096 46.1257.5 0.130 46.4270.9 0.164 46.3277.2 0.207 46.0281.1 0.236 45.9284.1 0.278 45.7290.9 0.333 45.4296.3 0.392 45.2298.0 0.436 45.0299.8 0.496 44.8303.8 0.541 44.6306.6 0.584 44.5308.8 0.628 44.3310.8 0.658 44.2311.7 0.688 44.2312.4 0.718 44.1314.5 0.747 44.0316.4 0.791 43.9320.3 0.836 43.7322.2 0.865 43.7323.9 0.894 43.6 Tested By: JCM Date: 10/29/14 Input Checked By: KC Date: 11/5/14 page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):15.9-16.4 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-04 Visual Description: REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Effective Confining Pressure (psi)29.5 Stage No.1 Test No 3 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.86 Volume After Consolidation (in3)36.55 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.77 Initial Sample Area (in2)6.52 Area After Consolidation (in2)6.333 Initial Sample Volume (in3)38.18 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.01 1.15 0.25 30.40 29.2 1.039 0.22 29.83 0.580.03 2.85 0.64 31.71 28.9 1.099 0.23 30.29 1.420.11 8.99 3.07 35.42 26.4 1.340 0.35 30.93 4.490.22 12.63 5.21 36.92 24.3 1.520 0.43 30.60 6.320.32 15.37 6.93 37.95 22.6 1.681 0.46 30.26 7.690.47 18.87 8.84 39.53 20.7 1.913 0.48 30.09 9.430.62 21.72 10.27 40.94 19.2 2.129 0.49 30.09 10.860.82 24.96 11.63 42.83 17.9 2.397 0.48 30.35 12.481.17 29.28 13.08 45.69 16.4 2.783 0.46 31.06 14.641.66 33.96 14.03 49.43 15.5 3.195 0.43 32.45 16.982.25 37.26 14.29 52.47 15.2 3.449 0.40 33.84 18.632.85 39.09 14.21 54.38 15.3 3.556 0.37 34.84 19.543.59 39.75 13.94 55.31 15.6 3.554 0.36 35.43 19.874.10 40.13 13.79 55.84 15.7 3.554 0.35 35.77 20.064.81 40.29 13.58 56.21 15.9 3.531 0.35 36.06 20.145.77 40.89 13.32 57.07 16.2 3.528 0.34 36.62 20.456.80 41.24 13.06 57.68 16.4 3.508 0.33 37.06 20.627.56 41.15 12.92 57.73 16.6 3.482 0.32 37.16 20.588.60 40.95 12.71 57.74 16.8 3.438 0.32 37.27 20.479.37 41.17 12.54 58.13 17.0 3.428 0.31 37.54 20.5810.13 41.23 12.39 58.34 17.1 3.410 0.31 37.72 20.6110.89 41.18 12.19 58.49 17.3 3.380 0.31 37.90 20.5911.41 41.22 12.13 58.59 17.4 3.374 0.30 37.98 20.6111.92 41.11 12.07 58.54 17.4 3.358 0.30 37.99 20.5512.43 40.97 11.98 58.49 17.5 3.338 0.30 38.01 20.4812.94 41.02 11.91 58.62 17.6 3.331 0.30 38.11 20.5113.71 40.91 11.78 58.64 17.7 3.308 0.30 38.18 20.4614.49 41.07 11.65 58.92 17.9 3.300 0.29 38.39 20.5315.00 41.08 11.56 59.02 17.9 3.290 0.29 38.48 20.5415.50 41.07 11.47 59.09 18.0 3.278 0.29 38.56 20.53 page 8 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft): 15-17 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID: 2014-786-01-04 Visual Description: REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) Tested By: JCM Date: 10/29/14 Approved By: DB Date: 11/5/14 page 9 of 11 0 5 10 15 20 25 30 35 40 45 50 024681012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-04 Specific Gravity (assumed)2.7 Visual Description: REDDISH BROWN AND BROWN MOTTLED CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-13 DR-13 DR-13 Depth (ft):15.4-15.9 15.9-16.4 15.9-16.4 Sample No.:UD-2 UD-2 UD-2 Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)32.0 32.0 32.1 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)29.1 29.1 29.1 Total Unit Weight (pcf)126.9 123.0 118.2 Dry Unit Weight (pcf)98.3 95.2 91.6 Moisture Content (%) (FINAL)24.3 26.6 29.9 Initial State Void Ratio,e 0.715 0.770 0.841 Void Ratio at Shear, e 0.695 0.733 0.762 Tested By: JCM Date: 10/29/14 Input Checked By: KC Date: 11/5/14 page 10of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 T3 Tare Number 589 589 589 Weight of Tare & Wet Sample (g)200.46 200.46 200.46 Weight of Tare & Dry Sample (g)173.93 173.93 173.93 Weight of Tare (g)82.78 82.78 82.78 Moisture Content (%) (INITIAL)29.11 29.11 29.11 Tare Number 203 609 704 Weight of Tare & Wet Sample (g)433.47 388.68 409.28 Weight of Tare & Dry Sample (g)368.07 324.11 336.65 Weight of Tare (g)98.81 81.13 93.92 Moisture Content (%) (FINAL)24.29 26.57 29.92 UNIT WEIGHT Weight of Tube & Wet Sample (g)1700.66 1687.75 1615.02 Weight of Tube (g)430.34 431.43 430.33 Weight of Wet Sample (g)1270.32 1256.32 1184.69 Length 1 (in)5.857 5.95 5.853 Length 2 (in)5.848 5.948 5.861 Length 3 (in)5.86 5.941 5.853 Top Diameter (in)2.882 2.895 2.879 Middle Diameter (in)2.88 2.885 2.882 Bottom Diameter (in)2.878 2.881 2.883 Average Length (in)5.855 5.946 5.856 Average Area (in)6.514 6.546 6.520 Sample Volume (cm3)625.03 637.87 625.68 Unit Wet Weight (g/cm3)2.03 1.97 1.89 Unit Wet Weight (pcf)126.88 122.96 118.21 Unit Dry Weight (pcf)98.28 95.24 91.56 Unit Dry Weight (g/cm3)1.57 1.53 1.47 Initial Burette Reading 24 48 48 Final Burette Reading 16.9 35.7 22.8 Initial Dial Reading 49 43 70 Dial Reading After Saturation 50 46 75 Dial Reading After Consolidation 63 84 155 Volume Change during Consolidation 7.1 12.3 25.2 Volume Change during Saturation 0.32 0.97 1.60 Volume at Shear (cm3)*These 617.61 624.61 598.88 Volume of Solids (cm3)measurements 364.42 360.40 339.86 Volume of Voids (cm3)are all 253.19 264.20 259.02 Volume of Water (cm3)at 238.99 258.59 274.57 Void Ratio, e shear 0.695 0.733 0.762 page 11 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15-17 Project No.:2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-06 a =1.03 C =1.18 26.0 29.22 Tested By:JCM Date: 10/31/14 Approved By: DB Date: 11/6/14 page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 0 102030405060 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15-17 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-06 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:JCM Date:10/31/14 Approved By: DB Date:11/6/14 page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 0 10203040506070  (p s i ) (psi) c = = 1.91 13.82 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15.4-15.9 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-06 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.921 Diameter 1: 2.883 PRESSURES (psi)Length 2: 5.913 Diameter 2: 2.880 Length 3: 5.923 Diameter 3: 2.884 Cell Pressure (psi)37.0 Avg. Length:5.919 Avg. Diam.:2.882 Back Pressure (psi)31.5 Eff. Conf. Pressure (psi) 5.5 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)98 Final Burette Reading (ml)19.3 Final Change (ml)4.7 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 31P =7.68 Dial Reading After Saturation (mil)49 Q =5.11 Dial Reading After Consolidation (mil)58 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 9.1 0.000 31.5 23.2 0.001 31.927.5 0.003 32.237.0 0.008 33.043.1 0.015 33.447.8 0.019 33.752.9 0.029 33.957.0 0.035 34.162.0 0.048 34.4 68.5 0.068 34.476.1 0.099 34.4 82.7 0.133 34.2 87.9 0.169 33.994.8 0.206 34.1 100.4 0.240 34.0 107.0 0.283 33.8 115.5 0.339 33.5124.3 0.397 33.4131.5 0.443 33.1142.0 0.504 32.9147.7 0.547 32.2 155.0 0.588 32.0158.8 0.634 31.5161.8 0.663 31.1164.7 0.691 31.1166.7 0.718 30.8169.7 0.751 30.8 176.6 0.793 30.3 180.8 0.840 30.2 182.4 0.868 29.9186.3 0.900 29.9 Tested By: JCM Date: 10/31/14 Input Checked By: KC Date: 11/6/14 page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):15.4-15.9 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-06 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)5.5 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.92 Volume After Consolidation (in3)37.98 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.89 Initial Sample Area (in2)6.52 Area After Consolidation (in2)6.446 Initial Sample Volume (in3)38.62 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.01 2.18 0.39 7.29 5.1 1.427 0.18 6.20 1.090.06 2.85 0.71 7.64 4.8 1.595 0.25 6.21 1.420.13 4.33 1.46 8.37 4.0 2.070 0.34 6.20 2.160.26 5.27 1.89 8.87 3.6 2.461 0.37 6.24 2.630.32 5.98 2.21 9.27 3.3 2.816 0.38 6.28 2.990.49 6.76 2.37 9.89 3.1 3.159 0.36 6.51 3.380.59 7.38 2.57 10.31 2.9 3.516 0.35 6.62 3.690.82 8.13 2.93 10.70 2.6 4.165 0.37 6.64 4.07 1.16 9.10 2.89 11.71 2.6 4.483 0.32 7.16 4.551.68 10.22 2.93 12.79 2.6 4.978 0.29 7.68 5.11 2.26 11.16 2.66 14.01 2.8 4.927 0.24 8.42 5.58 2.86 11.88 2.44 14.93 3.1 4.883 0.21 9.00 5.943.50 12.83 2.60 15.73 2.9 5.423 0.21 9.31 6.41 4.08 13.58 2.47 16.61 3.0 5.476 0.19 9.82 6.79 4.79 14.46 2.28 17.68 3.2 5.491 0.16 10.457.23 5.76 15.55 1.96 19.09 3.5 5.397 0.13 11.31 7.786.74 16.67 1.89 20.27 3.6 5.617 0.12 11.94 8.337.51 17.56 1.62 21.44 3.9 5.521 0.09 12.66 8.788.55 18.85 1.42 22.94 4.1 5.616 0.08 13.51 9.439.28 19.50 0.69 24.32 4.8 5.050 0.04 14.57 9.75 9.99 20.37 0.46 25.41 5.0 5.041 0.02 15.23 10.1910.76 20.72 0.02 26.20 5.5 4.781 0.00 15.84 10.3611.25 21.03 -0.42 26.955.9 4.551 -0.02 16.44 10.5211.72 21.31 -0.37 27.18 5.9 4.634 -0.02 16.52 10.6612.19 21.46 -0.71 27.68 6.2 4.454 -0.03 16.95 10.7312.74 21.74 -0.74 27.98 6.2 4.485-0.03 17.11 10.87 13.46 22.49 -1.22 29.20 6.7 4.347-0.06 17.96 11.24 14.26 22.83 -1.33 29.66 6.8 4.343 -0.06 18.25 11.42 14.74 22.92 -1.64 30.06 7.1 4.212 -0.07 18.60 11.4615.27 23.29 -1.56 30.357.1 4.298 -0.07 18.70 11.64 page 4 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15.9-16.4 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-06 Visual Description BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1:5.986 Diameter 1: 2.879 PRESSURES (psi)Length 2: 5.985 Diameter 2: 2.890 Length 3:5.988 Diameter 3: 2.879 Cell Pressure (psi) 41.8 Avg. Length 5.986 Avg. Diam.:2.883 Back Pressure (psi) 31.9 Eff. Conf. Pressure (psi) 9.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml) 48.0 Response (%)99 Final Burette Reading (ml)37.4 Final Change (ml)10.6 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 52P = 9.25 Dial Reading After Saturation (mil 75 Q =5.55 Dial Reading After Consolidation (mil)107 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 11.1 0.000 31.920.1 0.001 32.724.7 0.002 33.137.4 0.007 34.445.2 0.013 35.450.6 0.019 35.956.6 0.028 36.561.2 0.036 37.065.7 0.048 37.470.9 0.070 37.775.1 0.099 38.078.4 0.133 38.180.8 0.169 38.183.6 0.211 38.085.1 0.241 38.186.6 0.283 38.088.2 0.340 38.089.9 0.400 37.992.0 0.445 37.894.3 0.505 37.795.8 0.549 37.796.3 0.594 37.797.2 0.639 37.597.9 0.670 37.699.3 0.698 37.5100.6 0.728 37.6101.3 0.758 37.5103.1 0.803 37.5103.6 0.848 37.4104.3 0.877 37.4105.2 0.908 37.3 Tested By: JCM Date: 10/31/14 Input Checked By: KC Date: 11/6/14 page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):15.9-16.4 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-06 Visual Description BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)9.9 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.99 Volume After Consolidation (in3)37.97 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.93 Initial Sample Area (in2)6.53 Area After Consolidation (in2)6.402 Initial Sample Volume (in3)39.07 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.01 1.40 0.83 10.48 9.1 1.154 0.59 9.78 0.700.03 2.12 1.22 10.80 8.7 1.244 0.58 9.74 1.060.12 4.10 2.48 11.52 7.4 1.552 0.61 9.47 2.050.22 5.31 3.48 11.73 6.4 1.826 0.66 9.08 2.650.32 6.15 3.96 12.09 5.9 2.036 0.65 9.02 3.080.46 7.08 4.62 12.36 5.3 2.339 0.66 8.82 3.540.61 7.77 5.10 12.57 4.8 2.621 0.66 8.68 3.890.81 8.46 5.48 12.88 4.4 2.917 0.65 8.65 4.231.17 9.23 5.78 13.34 4.1 3.241 0.63 8.73 4.611.66 9.83 6.09 13.65 3.8 3.578 0.63 8.73 4.922.25 10.28 6.20 13.98 3.7 3.779 0.61 8.84 5.142.85 10.58 6.24 14.24 3.7 3.888 0.60 8.95 5.293.56 10.92 6.14 14.69 3.8 3.902 0.57 9.23 5.464.07 11.09 6.20 14.80 3.7 3.994 0.56 9.25 5.554.78 11.22 6.09 15.03 3.8 3.946 0.55 9.42 5.615.74 11.36 6.11 15.15 3.8 3.998 0.54 9.47 5.686.74 11.48 6.03 15.35 3.9 3.962 0.53 9.61 5.747.49 11.69 5.87 15.73 4.0 3.899 0.51 9.88 5.858.51 11.89 5.81 15.98 4.1 3.906 0.49 10.04 5.949.26 12.00 5.81 16.09 4.1 3.931 0.49 10.09 6.0010.02 11.97 5.81 16.07 4.1 3.925 0.49 10.08 5.9910.78 12.00 5.64 16.26 4.3 3.818 0.47 10.26 6.0011.29 12.03 5.71 16.22 4.2 3.874 0.48 10.20 6.0211.77 12.15 5.59 16.46 4.3 3.821 0.46 10.38 6.0812.27 12.27 5.69 16.47 4.2 3.915 0.47 10.34 6.1312.78 12.29 5.57 16.62 4.3 3.841 0.46 10.47 6.1513.54 12.42 5.59 16.73 4.3 3.884 0.45 10.52 6.2114.30 12.38 5.48 16.80 4.4 3.805 0.45 10.61 6.1914.79 12.40 5.48 16.83 4.4 3.805 0.45 10.62 6.2015.30 12.44 5.38 16.96 4.5 3.756 0.44 10.74 6.22 page 6 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):16.4-16.9 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-06 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.3 Length 1: 5.954 Diameter 1: 2.865 PRESSURES (psi)Length 2: 5.943 Diameter 2: 2.887 Length 3: 5.959 Diameter 3: 2.875 Cell Pressure (psi)61.7 Avg. Length:5.952 Avg. Diam.:2.876 Back Pressure (psi)32.0 Eff. Conf. Pressure (psi) 29.7 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)96.0 Response (%)100 Final Burette Reading (ml)53.5 Final Change (ml)42.5 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 55P = 21.98 Dial Reading After Saturation (mil)81 Q = 11.76 Dial Reading After Consolidation (mil)215 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 14.8 0.000 32.027.3 0.001 32.939.0 0.002 33.664.9 0.007 36.379.0 0.012 38.589.2 0.018 40.1100.6 0.027 41.9110.1 0.035 43.5118.8 0.048 45.0130.1 0.069 47.0140.1 0.098 48.5148.1 0.133 49.8151.3 0.168 50.6155.6 0.210 51.0157.7 0.241 51.3160.6 0.283 51.3164.8 0.341 51.5168.1 0.400 51.5171.2 0.444 51.5174.0 0.504 51.3176.0 0.551 51.1179.4 0.596 51.1181.5 0.640 51.0182.3 0.670 50.9184.3 0.700 50.7185.2 0.730 50.7186.4 0.760 50.5188.9 0.806 50.5191.7 0.851 50.6193.2 0.881 50.2194.4 0.910 50.4 Tested By: JCM Date: 10/31/14 Input Checked By: KC Date: 11/6/14 page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):16.4-16.9 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-06 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)29.7 Stage No.1 Test No 3 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.95 Volume After Consolidation (in3)35.56 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.79 Initial Sample Area (in2)6.49 Area After Consolidation (in2)6.139 Initial Sample Volume (in3)38.66 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 2.04 0.88 30.87 28.8 1.071 0.43 29.84 1.020.03 3.94 1.56 32.08 28.1 1.140 0.40 30.11 1.970.12 8.16 4.34 33.51 25.4 1.322 0.53 29.43 4.080.21 10.44 6.46 33.68 23.2 1.449 0.62 28.46 5.220.31 12.09 8.08 33.71 21.6 1.559 0.67 27.67 6.040.46 13.92 9.88 33.73 19.8 1.702 0.71 26.77 6.960.61 15.42 11.46 33.66 18.2 1.845 0.74 25.95 7.710.82 16.80 12.99 33.50 16.7 2.005 0.77 25.11 8.401.18 18.56 15.02 33.24 14.7 2.265 0.81 23.96 9.281.70 20.06 16.54 33.22 13.2 2.525 0.82 23.19 10.032.30 21.22 17.78 33.13 11.9 2.781 0.84 22.52 10.612.91 21.59 18.55 32.74 11.1 2.936 0.86 21.94 10.793.63 22.10 19.02 32.78 10.7 3.070 0.86 21.73 11.054.16 22.31 19.31 32.70 10.4 3.146 0.87 21.55 11.154.89 22.58 19.33 32.95 10.4 3.178 0.86 21.66 11.295.89 23.00 19.55 33.15 10.2 3.266 0.85 21.65 11.506.91 23.25 19.49 33.45 10.2 3.278 0.84 21.83 11.627.67 23.52 19.48 33.74 10.2 3.302 0.83 21.98 11.768.70 23.67 19.32 34.06 10.4 3.279 0.82 22.22 11.849.51 23.77 19.09 34.38 10.6 3.240 0.80 22.49 11.8810.29 24.06 19.13 34.63 10.6 3.275 0.79 22.60 12.0311.05 24.15 19.02 34.83 10.7 3.262 0.79 22.75 12.0811.56 24.14 18.87 34.96 10.8 3.229 0.78 22.90 12.0712.09 24.27 18.73 35.24 11.0 3.212 0.77 23.11 12.1412.60 24.25 18.72 35.23 11.0 3.210 0.77 23.10 12.1313.12 24.29 18.50 35.49 11.2 3.168 0.76 23.35 12.1413.91 24.41 18.51 35.60 11.2 3.183 0.76 23.39 12.2114.70 24.59 18.57 35.71 11.1 3.210 0.76 23.42 12.2915.21 24.64 18.25 36.09 11.5 3.152 0.74 23.77 12.3215.71 24.67 18.38 35.99 11.3 3.178 0.74 23.66 12.33 page 8 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft): 15-17 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID: 2014-786-01-06 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Tested By: JCM Date: 10/31/14 Approved By: DB Date: 11/6/14 page 9 of 11 0 5 10 15 20 25 30 024681012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-06 Specific Gravity (assumed) 2.7 Visual Description: BROWN SANDY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-12 DR-12 DR-12 Depth (ft):15.4-15.9 15.9-16.4 16.4-16.9 Sample No.:UD-2 UD-2 UD-2 Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)31.5 31.9 32.0 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)35.9 35.9 35.9 Total Unit Weight (pcf)119.7 115.4 110.5 Dry Unit Weight (pcf)88.1 84.9 81.3 Moisture Content (%) (FINAL)26.0 32.5 29.9 Initial State Void Ratio,e 0.913 0.986 1.073 Void Ratio at Shear, e 0.881 0.930 0.907 Tested By: JCM Date: 10/31/14 Input Checked By: KC Date: 11/6/14 page 10of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 T3 Tare Number 1694 1694 1694 Weight of Tare & Wet Sample (g)184.65 184.65 184.65 Weight of Tare & Dry Sample (g)157.94 157.94 157.94 Weight of Tare (g)83.54 83.54 83.54 Moisture Content (%) (INITIAL)35.90 35.90 35.90 Tare Number 545 1696 1719 Weight of Tare & Wet Sample (g)292.67 345.99 288.44 Weight of Tare & Dry Sample (g)249.36 281.44 241.4 Weight of Tare (g)82.87 83 84.04 Moisture Content (%) (FINAL)26.01 32.53 29.89 UNIT WEIGHT Weight of Tube & Wet Sample (g)1632.15 1606.76 1541.78 Weight of Tube (g)418.23 423.79 420.84 Weight of Wet Sample (g)1213.92 1182.97 1120.94 Length 1 (in)5.921 5.986 5.954 Length 2 (in)5.913 5.985 5.943 Length 3 (in)5.923 5.988 5.959 Top Diameter (in)2.883 2.879 2.865 Middle Diameter (in)2.88 2.89 2.887 Bottom Diameter (in)2.884 2.879 2.875 Average Length (in)5.919 5.986 5.952 Average Area (in)6.525 6.526 6.495 Sample Volume (cm 3)632.89 640.24 633.48 Unit Wet Weight (g/cm3)1.92 1.85 1.77 Unit Wet Weight (pcf)119.74 115.35 110.47 Unit Dry Weight (pcf)88.11 84.88 81.29 Unit Dry Weight (g/cm3)1.41 1.36 1.30 Initial Burette Reading 24 48 96 Final Burette Reading 19.3 37.4 53.5 Initial Dial Reading 31 52 55 Dial Reading After Saturation 49 75 81 Dial Reading After Consolidation 58 107 215 Volume Change during Consolidation 4.7 10.6 42.5 Volume Change during Saturation 5.77 7.38 8.30 Volume at Shear (cm3)*These 622.42 622.26 582.68 Volume of Solids (cm3)measurements 330.83 322.40 305.49 Volume of Voids (cm3)are all 291.59 299.86 277.19 Volume of Water (cm3)at 232.36 283.15 246.57 Void Ratio, e shear 0.881 0.930 0.907 page 11 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-14 & DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15-17 Project No.:2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-07 & 06 a =1.73 C =1.94 24.4 26.94 Tested By:JCM Date: 11/3/14 Approved By: DB Date: 11/6/14 page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 35 0 10203040506070 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.: DR-14 & DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15-17 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-07 & 06 Visual Description: BROWN AND TAN SANDY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:JCM Date:11/3/14 Approved By: DB Date:11/6/14 page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 70 80 0 102030405060708090  (p s i ) (psi) c = = 1.60 16.00 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-14 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):16.4-16.9 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-07 Visual Description: BROWN AND TAN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.885 Diameter 1: 2.879 PRESSURES (psi)Length 2: 5.884 Diameter 2: 2.884 Length 3: 5.882 Diameter 3: 2.872 Cell Pressure (psi)35.8 Avg. Length:5.884 Avg. Diam.:2.878 Back Pressure (psi)31.9 Eff. Conf. Pressure (psi) 3.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)72.0 Response (%)98 Final Burette Reading (ml)57.9 Final Change (ml)14.1 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 46P =8.48 Dial Reading After Saturation (mil)48 Q =6.18 Dial Reading After Consolidation (mil)72 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 9.1 0.000 31.9 20.2 0.001 32.623.3 0.003 32.830.4 0.008 33.235.2 0.014 33.539.6 0.019 33.745.0 0.028 33.849.0 0.037 33.956.1 0.048 33.9 70.1 0.068 33.889.2 0.096 33.5 105.6 0.132 32.9 117.3 0.167 32.2128.9 0.209 31.4 134.0 0.238 30.9 143.0 0.279 30.3 154.6 0.333 29.5164.1 0.394 29.0168.9 0.438 28.6171.7 0.496 28.2176.4 0.540 27.9 178.0 0.583 27.7183.6 0.628 27.4188.2 0.658 27.3194.0 0.688 27.1197.3 0.717 27.0198.7 0.746 26.9 201.4 0.790 26.7 203.5 0.833 26.5 209.1 0.862 26.3218.7 0.892 26.2 Tested By: JCM Date: 11/3/14 Input Checked By: KC Date: 11/6/14 page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-14 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):16.4-16.9 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-07 Visual Description: BROWN AND TAN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)3.9 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.88 Volume After Consolidation (in3)37.38 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.86 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.382 Initial Sample Volume (in3)38.28 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.02 1.73 0.66 4.97 3.2 1.536 0.39 4.11 0.870.05 2.22 0.875.26 3.0 1.733 0.40 4.14 1.110.14 3.34 1.355.89 2.6 2.309 0.41 4.22 1.670.24 4.08 1.63 6.35 2.3 2.799 0.41 4.31 2.040.33 4.76 1.79 6.87 2.1 3.257 0.38 4.49 2.380.475.60 1.94 7.57 2.0 3.853 0.35 4.77 2.800.63 6.22 2.01 8.11 1.9 4.289 0.33 5.00 3.110.82 7.30 2.03 9.17 1.9 4.897 0.28 5.52 3.65 1.16 9.44 1.93 11.41 2.0 5.802 0.21 6.69 4.721.64 12.35 1.60 14.65 2.3 6.366 0.13 8.48 6.18 2.25 14.79 1.00 17.69 2.9 6.102 0.07 10.29 7.39 2.86 16.46 0.30 20.06 3.6 5.575 0.02 11.83 8.233.57 18.10 -0.49 22.49 4.4 5.118 -0.03 13.44 9.05 4.07 18.77 -1.00 23.68 4.9 4.828 -0.05 14.29 9.39 4.76 19.98 -1.65 25.53 5.5 4.600 -0.08 15.54 9.99 5.69 21.50 -2.36 27.76 6.3 4.434 -0.11 17.01 10.756.72 22.65-2.93 29.48 6.8 4.317-0.13 18.16 11.337.48 23.16 -3.28 30.34 7.2 4.225-0.14 18.76 11.588.47 23.32 -3.70 30.92 7.6 4.067-0.16 19.26 11.669.23 23.79 -3.97 31.66 7.9 4.023 -0.17 19.76 11.89 9.96 23.83 -4.22 31.94 8.1 3.936 -0.18 20.03 11.9110.73 24.41 -4.47 32.78 8.4 3.917-0.19 20.58 12.2111.24 24.91 -4.62 33.43 8.5 3.925-0.19 20.97 12.4511.74 25.57 -4.75 34.22 8.7 3.954 -0.19 21.44 12.7812.24 25.88 -4.89 34.67 8.8 3.945-0.19 21.73 12.9412.74 25.92 -5.03 34.85 8.9 3.904 -0.20 21.89 12.96 13.48 26.06 -5.24 35.20 9.1 3.852 -0.21 22.17 13.03 14.21 26.13 -5.44 35.48 9.3 3.797-0.21 22.41 13.07 14.72 26.72 -5.57 36.19 9.5 3.821 -0.21 22.83 13.3615.23 27.84 -5.70 37.44 9.6 3.900 -0.21 23.52 13.92 page 4 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15.0-15.4 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-06 Visual Description BROWN AND TAN SANDY CLAY, TRACE OF ROOTS, (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1:5.788 Diameter 1: 2.885 PRESSURES (psi)Length 2: 5.783 Diameter 2: 2.880 Length 3:5.777 Diameter 3: 2.881 Cell Pressure (psi) 41.5 Avg. Length 5.783 Avg. Diam.:2.882 Back Pressure (psi) 32.0 Eff. Conf. Pressure (psi) 9.5 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml) 48.0 Response (%)100 Final Burette Reading (ml)26.2 Final Change (ml)21.8 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 52P = 8.86 Dial Reading After Saturation (mil 82 Q =5.74 Dial Reading After Consolidation (mil)167 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 11.1 0.000 32.017.4 0.001 32.722.2 0.002 32.931.9 0.006 34.236.3 0.012 35.139.1 0.017 35.743.2 0.026 36.546.3 0.035 37.049.4 0.046 37.553.8 0.066 38.159.7 0.094 38.565.2 0.127 38.771.1 0.162 38.777.4 0.203 38.781.3 0.232 38.687.3 0.275 38.496.3 0.329 38.0106.2 0.385 37.5112.7 0.428 37.1120.7 0.488 36.6126.1 0.535 36.2131.6 0.577 35.9136.6 0.619 35.6139.4 0.647 35.3142.3 0.676 35.1145.4 0.705 35.0148.6 0.736 34.8154.2 0.782 34.5158.1 0.827 34.3161.6 0.854 34.1163.6 0.881 34.0 Tested By: JCM Date: 11/3/14 Input Checked By: KC Date: 11/6/14 page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):15.0-15.4 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-06 Visual Description BROWN AND TAN SANDY CLAY, TRACE OF ROOTS, (UNDISTURBED) Effective Confining Pressure (psi)9.5 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.78 Volume After Consolidation (in3)35.81 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.67 Initial Sample Area (in2)6.52 Area After Consolidation (in2)6.318 Initial Sample Volume (in3)37.72 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 0.99 0.65 9.84 8.8 1.112 0.66 9.34 0.500.04 1.76 0.93 10.33 8.6 1.205 0.53 9.45 0.880.10 3.29 2.17 10.62 7.3 1.448 0.66 8.97 1.640.21 3.98 3.07 10.41 6.4 1.620 0.77 8.42 1.990.31 4.41 3.75 10.16 5.8 1.767 0.85 7.96 2.210.46 5.06 4.51 10.05 5.0 2.015 0.89 7.52 2.530.61 5.54 5.03 10.01 4.5 2.239 0.91 7.24 2.770.81 6.02 5.53 9.99 4.0 2.515 0.92 6.98 3.011.16 6.69 6.07 10.12 3.4 2.947 0.91 6.78 3.341.65 7.57 6.48 10.59 3.0 3.508 0.86 6.80 3.782.25 8.37 6.68 11.19 2.8 3.972 0.80 7.00 4.192.86 9.22 6.72 11.99 2.8 4.322 0.73 7.39 4.613.58 10.12 6.67 12.95 2.8 4.579 0.66 7.89 5.064.09 10.66 6.58 13.58 2.9 4.654 0.62 8.25 5.334.85 11.48 6.38 14.59 3.1 4.683 0.56 8.86 5.745.81 12.70 6.01 16.19 3.5 4.638 0.47 9.84 6.356.79 14.03 5.50 18.02 4.0 4.510 0.39 11.01 7.017.56 14.86 5.11 19.26 4.4 4.384 0.34 11.82 7.438.61 15.85 4.58 20.77 4.9 4.224 0.29 12.84 7.939.43 16.48 4.19 21.79 5.3 4.104 0.25 13.55 8.2410.17 17.14 3.87 22.77 5.6 4.045 0.23 14.20 8.5710.92 17.70 3.55 23.64 5.9 3.977 0.20 14.79 8.8511.42 17.99 3.34 24.16 6.2 3.920 0.19 15.16 9.0011.92 18.30 3.14 24.66 6.4 3.877 0.17 15.51 9.1512.44 18.61 2.96 25.15 6.5 3.847 0.16 15.85 9.3112.99 18.93 2.80 25.64 6.7 3.824 0.15 16.17 9.4713.81 19.53 2.55 26.48 7.0 3.808 0.13 16.72 9.7614.59 19.88 2.32 27.06 7.2 3.766 0.12 17.12 9.9415.07 20.23 2.11 27.62 7.4 3.739 0.10 17.50 10.1215.55 20.38 1.98 27.90 7.5 3.712 0.10 17.71 10.19 page 6 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-14 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):15.9-16.4 Project No.:2014-786-01 Sample No.:UD-2 Lab ID:2014-786-01-07 Visual Description: BROWN & REDDISH BROWN SANDY CLAY, TRACE OF ROOTS (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.3 Length 1: 5.803 Diameter 1: 2.876 PRESSURES (psi)Length 2: 5.790 Diameter 2: 2.873 Length 3: 5.804 Diameter 3: 2.871 Cell Pressure (psi)71.9 Avg. Length:5.799 Avg. Diam.:2.873 Back Pressure (psi)31.1 Eff. Conf. Pressure (psi) 40.8 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)120.0 Response (%)100 Final Burette Reading (ml)73.9 Final Change (ml)46.1 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 73P = 35.14 Dial Reading After Saturation (mil)90 Q = 17.64 Dial Reading After Consolidation (mil)268 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 14.2 0.000 31.120.7 0.001 31.425.4 0.003 31.731.2 0.005 32.136.2 0.014 32.557.1 0.022 34.290.2 0.031 37.9111.4 0.040 40.9130.3 0.055 44.2152.5 0.073 47.9173.7 0.099 50.9190.7 0.135 52.7204.1 0.172 53.9216.2 0.211 54.6223.3 0.239 54.7230.9 0.280 55.0239.9 0.337 54.7247.9 0.400 54.4252.9 0.440 54.1259.2 0.501 53.8262.8 0.543 53.4266.9 0.588 53.0271.2 0.630 52.8273.9 0.659 52.7276.7 0.690 52.4278.8 0.718 52.3280.2 0.747 52.0282.1 0.791 52.0284.5 0.833 51.7286.0 0.863 51.5288.8 0.892 51.4 Tested By: JCM Date: 11/3/14 Input Checked By: KC Date: 11/6/14 page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-14 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):15.9-16.4 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID:2014-786-01-07 Visual Description: BROWN & REDDISH BROWN SANDY CLAY, TRACE OF ROOTS (UNDISTURBED) Effective Confining Pressure (psi)40.8 Stage No.1 Test No 3 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.80 Volume After Consolidation (in3)34.46 Initial Sample Diameter (in) 2.87 Length After Consolidation (in) 5.60 Initial Sample Area (in2)6.48 Area After Consolidation (in2)6.149 Initial Sample Volume (in3)37.60 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 1.06 0.32 41.54 40.5 1.026 0.30 41.01 0.530.06 1.82 0.61 42.01 40.2 1.045 0.34 41.10 0.910.09 2.77 0.97 42.60 39.8 1.069 0.35 41.21 1.380.25 3.58 1.36 43.01 39.4 1.091 0.38 41.23 1.790.40 6.95 3.14 44.61 37.7 1.185 0.45 41.13 3.470.55 12.29 6.80 46.30 34.0 1.362 0.55 40.15 6.150.72 15.69 9.84 46.65 31.0 1.507 0.63 38.81 7.840.98 18.69 13.15 46.34 27.7 1.676 0.70 37.00 9.351.30 22.20 16.79 46.21 24.0 1.925 0.76 35.11 11.101.76 25.48 19.84 46.44 21.0 2.215 0.78 33.70 12.742.42 28.01 21.65 47.16 19.2 2.463 0.77 33.16 14.003.07 29.94 22.76 47.98 18.0 2.659 0.76 33.01 14.973.77 31.61 23.50 48.91 17.3 2.827 0.74 33.11 15.804.26 32.55 23.63 49.72 17.2 2.896 0.73 33.44 16.284.99 33.48 23.94 50.34 16.9 2.985 0.72 33.60 16.746.02 34.49 23.59 51.70 17.2 3.004 0.68 34.45 17.257.13 35.29 23.31 52.78 17.5 3.017 0.66 35.14 17.647.85 35.78 23.03 53.54 17.8 3.014 0.64 35.65 17.898.93 36.29 22.69 54.40 18.1 3.004 0.63 36.26 18.159.69 36.51 22.25 55.05 18.5 2.968 0.61 36.80 18.2510.49 36.79 21.89 55.70 18.9 2.946 0.60 37.30 18.4011.23 37.11 21.71 56.20 19.1 2.944 0.59 37.64 18.5511.76 37.26 21.62 56.44 19.2 2.943 0.58 37.81 18.6312.31 37.43 21.33 56.90 19.5 2.923 0.57 38.18 18.7212.81 37.52 21.20 57.12 19.6 2.915 0.57 38.36 18.7613.32 37.49 20.95 57.35 19.9 2.889 0.56 38.60 18.7514.11 37.42 20.86 57.36 19.9 2.877 0.56 38.65 18.7114.86 37.42 20.63 57.60 20.2 2.855 0.55 38.88 18.7115.40 37.39 20.36 57.83 20.4 2.830 0.54 39.14 18.7015.92 37.55 20.32 58.02 20.5 2.834 0.54 39.25 18.77 page 8 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-14 & DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft): 15-17 Project No.: 2014-786-01 Sample No.: UD-2 Lab ID: 2014-786-01-07 & 06 Visual Description: BROWN AND TAN SANDY CLAY (UNDISTURBED) Tested By: JCM Date: 11/3/14 Approved By: DB Date: 11/6/14 page 9 of 11 0 5 10 15 20 25 30 35 40 024681012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-07 & 06 Specific Gravity (assumed) 2.7 Visual Description: BROWN AND TAN SANDY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-14 DR-12 DR-14 Depth (ft):16.4-16.9 15.0-15.4 15.9-16.4 Sample No.:UD-2 UD-2 UD-2 Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)31.9 32.0 31.1 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)34.0 35.9 34.0 Total Unit Weight (pcf)123.0 116.3 119.1 Dry Unit Weight (pcf)91.8 85.6 88.9 Moisture Content (%) (FINAL)25.5 27.0 29.6 Initial State Void Ratio,e 0.836 0.969 0.896 Void Ratio at Shear, e 0.794 0.869 0.738 Tested By: JCM Date: 11/3/14 Input Checked By: KC Date: 11/6/14 page 10of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 T3 Tare Number 1724 1694 1724 Weight of Tare & Wet Sample (g)220.68 184.65 220.68 Weight of Tare & Dry Sample (g)185.73 157.94 185.73 Weight of Tare (g)82.85 83.54 82.85 Moisture Content (%) (INITIAL)33.97 35.90 33.97 Tare Number 1458 540 888 Weight of Tare & Wet Sample (g)463.45 385.85 346.61 Weight of Tare & Dry Sample (g)386.2 321.58 292.71 Weight of Tare (g)82.69 83.51 110.35 Moisture Content (%) (FINAL)25.45 27.00 29.56 UNIT WEIGHT Weight of Tube & Wet Sample (g)1668.98 1560.57 1602.54 Weight of Tube (g)433.43 408.66 427.12 Weight of Wet Sample (g)1235.55 1151.91 1175.42 Length 1 (in)5.885 5.788 5.803 Length 2 (in)5.884 5.783 5.79 Length 3 (in)5.882 5.777 5.804 Top Diameter (in)2.879 2.885 2.876 Middle Diameter (in)2.884 2.88 2.873 Bottom Diameter (in)2.872 2.881 2.871 Average Length (in)5.884 5.783 5.799 Average Area (in)6.507 6.523 6.484 Sample Volume (cm 3)627.37 618.17 616.19 Unit Wet Weight (g/cm3)1.97 1.86 1.91 Unit Wet Weight (pcf)122.95 116.33 119.09 Unit Dry Weight (pcf)91.77 85.60 88.89 Unit Dry Weight (g/cm3)1.47 1.37 1.42 Initial Burette Reading 72 48 120 Final Burette Reading 57.9 26.2 73.9 Initial Dial Reading 46 52 73 Dial Reading After Saturation 48 82 90 Dial Reading After Consolidation 72 167 268 Volume Change during Consolidation 14.1 21.8 46.1 Volume Change during Saturation 0.64 9.62 5.42 Volume at Shear (cm3)*These 612.63 586.75 564.67 Volume of Solids (cm3)measurements 341.57 313.93 324.95 Volume of Voids (cm3)are all 271.05 272.82 239.72 Volume of Water (cm3)at 234.73 228.82 259.32 Void Ratio, e shear 0.794 0.869 0.738 page 11 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-12 & DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):5-7.4 Project No.:2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-08 & 09 a =0.58 C =0.69 28.6 32.99 Tested By:JCM Date: 11/2/14 Approved By: DB Date: 11/6/14 page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 35 0 10203040506070 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.: DR-12 & DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):5-7.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-08 & 09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:JCM Date:11/2/14 Approved By: DB Date:11/6/14 page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 70 0 1020304050607080  (p s i ) (psi) c = = 1.64 18.52 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):5.9-6.4 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-08 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.916 Diameter 1: 2.874 PRESSURES (psi)Length 2: 5.933 Diameter 2: 2.876 Length 3: 5.931 Diameter 3: 2.886 Cell Pressure (psi)36.5 Avg. Length:5.927 Avg. Diam.:2.879 Back Pressure (psi)31.4 Eff. Conf. Pressure (psi) 5.1 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)48.0 Response (%)100 Final Burette Reading (ml)38.0 Final Change (ml)10.0 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 60P =7.47 Dial Reading After Saturation (mil)82 Q =4.65 Dial Reading After Consolidation (mil)113 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 10.1 0.000 31.4 18.2 0.001 32.021.0 0.002 32.127.4 0.003 33.031.1 0.008 33.133.9 0.016 33.437.1 0.027 33.740.0 0.036 33.842.9 0.048 34.0 48.0 0.068 34.054.3 0.096 34.0 63.2 0.132 33.7 71.3 0.167 33.779.1 0.206 33.2 83.9 0.232 33.0 89.5 0.275 32.6 95.9 0.332 32.4103.0 0.388 31.7108.5 0.434 31.4115.2 0.493 31.0118.5 0.537 30.7 122.0 0.583 30.5126.7 0.626 30.2130.5 0.653 30.2133.6 0.684 30.0137.0 0.714 29.8139.2 0.741 29.6 142.5 0.786 29.5 146.5 0.830 29.2 150.1 0.863 29.1153.2 0.890 29.1 Tested By: JCM Date: 11/2/14 Input Checked By: KC Date: 11/6/14 page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):5.9-6.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-08 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)5.1 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.93 Volume After Consolidation (in3)37.53 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.87 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.390 Initial Sample Volume (in3)38.57 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.02 1.27 0.55 5.82 4.5 1.278 0.44 5.18 0.630.03 1.70 0.70 6.10 4.4 1.387 0.41 5.25 0.850.05 2.71 1.59 6.23 3.5 1.773 0.59 4.87 1.360.14 3.28 1.66 6.72 3.4 1.955 0.51 5.08 1.640.28 3.72 2.01 6.81 3.1 2.202 0.54 4.95 1.860.46 4.21 2.277.05 2.8 2.488 0.54 4.94 2.110.61 4.64 2.43 7.32 2.7 2.737 0.52 5.00 2.320.83 5.09 2.57 7.63 2.5 3.011 0.50 5.08 2.55 1.175.87 2.61 8.36 2.5 3.357 0.44 5.42 2.931.64 6.80 2.57 9.33 2.5 3.687 0.38 5.93 3.40 2.24 8.12 2.34 10.89 2.8 3.939 0.29 6.83 4.06 2.85 9.30 2.28 12.12 2.8 4.295 0.257.47 4.653.52 10.42 1.79 13.73 3.3 4.152 0.17 8.52 5.21 3.94 11.10 1.57 14.62 3.5 4.146 0.14 9.075.55 4.69 11.85 1.20 15.75 3.9 4.041 0.10 9.82 5.93 5.66 12.67 0.96 16.81 4.1 4.058 0.08 10.48 6.336.61 13.57 0.34 18.34 4.8 3.849 0.02 11.55 6.797.39 14.26 0.03 19.33 5.1 3.814 0.00 12.20 7.138.40 15.07-0.43 20.60 5.5 3.726 -0.03 13.06 7.539.15 15.41 -0.74 21.26 5.8 3.638 -0.05 13.55 7.71 9.92 15.78 -0.93 21.80 6.0 3.618 -0.06 13.92 7.8910.65 16.30 -1.17 22.57 6.3 3.598 -0.07 14.42 8.1511.12 16.75 -1.23 23.08 6.3 3.646 -0.07 14.71 8.3811.65 17.08 -1.39 23.56 6.5 3.632 -0.08 15.03 8.5412.16 17.44 -1.56 24.10 6.7 3.618 -0.09 15.38 8.7212.61 17.66 -1.79 24.55 6.9 3.563 -0.10 15.72 8.83 13.38 17.95-1.92 24.977.0 3.555 -0.11 16.00 8.97 14.13 18.32 -2.21 25.64 7.3 3.506 -0.12 16.47 9.16 14.69 18.69 -2.26 26.057.4 3.541 -0.12 16.70 9.3515.15 19.00 -2.33 26.43 7.4 3.559 -0.12 16.93 9.50 page 4 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):7.0-7.4 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-09 Visual Description BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1:5.690 Diameter 1: 2.875 PRESSURES (psi)Length 2: 5.687 Diameter 2: 2.885 Length 3:5.675 Diameter 3: 2.879 Cell Pressure (psi) 41.3 Avg. Length 5.684 Avg. Diam.:2.880 Back Pressure (psi) 32.0 Eff. Conf. Pressure (psi) 9.3 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml) 48.0 Response (%)100 Final Burette Reading (ml)31.0 Final Change (ml)17.0 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 82P = 10.90 Dial Reading After Saturation (mil 115 Q = 7.22 Dial Reading After Consolidation (mil)175 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 11.6 0.000 32.021.1 0.001 32.826.8 0.002 33.236.4 0.007 34.442.2 0.012 35.346.1 0.018 35.850.9 0.026 36.555.1 0.035 37.059.2 0.046 37.466.1 0.066 37.775.0 0.094 38.084.6 0.129 38.094.5 0.163 38.0106.3 0.202 37.6113.8 0.231 37.3122.8 0.270 36.8132.3 0.324 36.2139.8 0.382 35.6145.9 0.425 35.1153.5 0.481 34.6159.0 0.524 34.2162.8 0.567 33.9165.9 0.610 33.6167.9 0.639 33.4171.1 0.668 33.2174.4 0.696 33.0177.6 0.725 33.0181.4 0.767 32.7184.8 0.809 32.5185.6 0.838 32.4187.6 0.867 32.3 Tested By: JCM Date: 11/2/14 Input Checked By: KC Date: 11/6/14 page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7.0-7.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)9.3 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.68 Volume After Consolidation (in3)35.34 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.59 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.320 Initial Sample Volume (in3)37.02 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 1.50 0.79 10.02 8.5 1.177 0.52 9.27 0.750.03 2.40 1.17 10.52 8.1 1.295 0.49 9.33 1.200.13 3.92 2.44 10.77 6.9 1.571 0.62 8.81 1.960.22 4.83 3.26 10.87 6.0 1.800 0.67 8.46 2.410.32 5.45 3.81 10.94 5.5 1.993 0.70 8.21 2.720.47 6.20 4.46 11.04 4.8 2.279 0.72 7.94 3.100.62 6.85 4.96 11.19 4.3 2.577 0.72 7.77 3.420.82 7.47 5.36 11.41 3.9 2.895 0.72 7.68 3.731.18 8.52 5.72 12.10 3.6 3.378 0.67 7.84 4.261.69 9.86 5.99 13.17 3.3 3.982 0.61 8.24 4.932.31 11.29 6.04 14.55 3.3 4.460 0.53 8.91 5.642.92 12.74 5.97 16.06 3.3 4.830 0.47 9.69 6.373.62 14.45 5.62 18.13 3.7 4.925 0.39 10.90 7.224.13 15.50 5.29 19.52 4.0 4.861 0.34 11.76 7.754.83 16.75 4.80 21.25 4.5 4.725 0.29 12.87 8.375.80 17.99 4.19 23.10 5.1 4.520 0.23 14.10 8.996.83 18.90 3.56 24.63 5.7 4.295 0.19 15.18 9.457.60 19.63 3.08 25.86 6.2 4.154 0.16 16.04 9.828.60 20.52 2.62 27.20 6.7 4.074 0.13 16.94 10.269.37 21.13 2.22 28.22 7.1 3.984 0.10 17.65 10.5710.14 21.50 1.85 28.95 7.4 3.887 0.09 18.20 10.7510.91 21.75 1.63 29.43 7.7 3.835 0.07 18.55 10.8811.43 21.90 1.41 29.79 7.9 3.775 0.06 18.84 10.9511.94 22.23 1.20 30.33 8.1 3.744 0.05 19.21 11.1112.45 22.55 1.04 30.81 8.3 3.730 0.05 19.54 11.2812.96 22.86 0.96 31.20 8.3 3.742 0.04 19.77 11.4313.71 23.18 0.71 31.77 8.6 3.698 0.03 20.18 11.5914.47 23.43 0.47 32.26 8.8 3.653 0.02 20.55 11.7214.99 23.40 0.41 32.29 8.9 3.633 0.02 20.59 11.7015.50 23.53 0.32 32.51 9.0 3.621 0.01 20.74 11.76 page 6 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES Depth (ft):6.4-6.9 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-08 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.3 Length 1: 5.932 Diameter 1: 2.879 PRESSURES (psi)Length 2: 5.936 Diameter 2: 2.881 Length 3: 5.950 Diameter 3: 2.875 Cell Pressure (psi)61.8 Avg. Length:5.939 Avg. Diam.:2.878 Back Pressure (psi)31.9 Eff. Conf. Pressure (psi) 29.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)48.0 Response (%)99 Final Burette Reading (ml)22.3 Final Change (ml)25.7 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 45P = 28.67 Dial Reading After Saturation (mil)63 Q = 16.19 Dial Reading After Consolidation (mil)161 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 13.4 0.000 31.933.8 0.001 33.245.5 0.003 34.173.1 0.008 37.591.6 0.014 39.8105.7 0.020 41.7122.1 0.028 43.7135.3 0.037 45.3149.0 0.049 46.7166.9 0.069 48.1186.9 0.097 49.3203.7 0.131 49.4215.6 0.168 49.5225.3 0.210 49.3227.8 0.241 49.1234.5 0.282 49.0244.2 0.338 48.7259.2 0.395 48.2265.9 0.442 48.1270.7 0.503 47.7275.1 0.546 47.4281.1 0.589 47.4291.6 0.633 47.1297.3 0.663 46.9300.1 0.694 46.8303.0 0.724 46.8306.0 0.754 46.6308.4 0.798 46.3314.7 0.842 46.3322.4 0.871 46.1328.4 0.900 45.9 Tested By: JCM Date: 11/2/14 Input Checked By: KC Date: 11/6/14 page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):6.4-6.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-08 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)29.9 Stage No.1 Test No 3 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.94 Volume After Consolidation (in3)36.73 Initial Sample Diameter (in) 2.88 Length After Consolidation (in) 5.82 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.307 Initial Sample Volume (in3)38.65 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 3.23 1.32 31.81 28.6 1.113 0.41 30.20 1.610.05 5.08 2.21 32.77 27.7 1.183 0.44 30.23 2.540.14 9.45 5.59 33.76 24.3 1.389 0.60 29.03 4.720.24 12.38 7.88 34.40 22.0 1.562 0.64 28.21 6.190.34 14.59 9.79 34.70 20.1 1.726 0.68 27.41 7.300.48 17.15 11.76 35.28 18.1 1.946 0.69 26.71 8.570.64 19.20 13.36 35.74 16.5 2.161 0.70 26.14 9.600.84 21.32 14.83 36.39 15.1 2.415 0.70 25.73 10.661.18 24.06 16.22 37.74 13.7 2.758 0.68 25.71 12.031.67 27.05 17.40 39.55 12.5 3.163 0.65 26.03 13.522.25 29.50 17.55 41.85 12.4 3.388 0.60 27.10 14.752.88 31.13 17.64 43.39 12.3 3.540 0.57 27.82 15.573.61 32.38 17.42 44.86 12.5 3.595 0.54 28.67 16.194.13 32.59 17.24 45.25 12.7 3.575 0.53 28.95 16.304.84 33.36 17.11 46.15 12.8 3.608 0.52 29.47 16.685.80 34.47 16.85 47.53 13.1 3.641 0.49 30.29 17.246.79 36.32 16.34 49.88 13.6 3.678 0.45 31.72 18.167.59 37.01 16.22 50.69 13.7 3.705 0.44 32.18 18.508.63 37.28 15.84 51.34 14.1 3.651 0.43 32.70 18.649.38 37.60 15.52 51.98 14.4 3.614 0.42 33.18 18.8010.12 38.16 15.51 52.55 14.4 3.651 0.41 33.47 19.0810.88 39.32 15.17 54.05 14.7 3.669 0.39 34.39 19.6611.39 39.88 14.97 54.81 14.9 3.671 0.38 34.87 19.9411.92 40.04 14.91 55.03 15.0 3.670 0.38 35.01 20.0212.44 40.21 14.89 55.22 15.0 3.678 0.37 35.12 20.1012.95 40.38 14.67 55.61 15.2 3.652 0.37 35.42 20.1913.70 40.36 14.37 55.89 15.5 3.600 0.36 35.71 20.1814.45 40.88 14.39 56.39 15.5 3.635 0.36 35.95 20.4414.96 41.67 14.20 57.37 15.7 3.655 0.34 36.53 20.8315.45 42.23 13.99 58.14 15.9 3.655 0.33 37.02 21.12 page 8 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-12 & DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft): 5-7.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID: 2014-786-01-08 & 09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Tested By: JCM Date: 11/2/14 Approved By: DB Date: 11/6/14 page 9 of 11 0 5 10 15 20 25 30 35 40 45 024681012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-08 & 09 Specific Gravity (assumed) 2.7 Visual Description: BROWN SANDY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-12 DR-13 DR-12 Depth (ft):5.9-6.4 7.0-7.4 6.4-6.9 Sample No.:UD-1 UD-1 UD-1 Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)31.4 32.0 31.9 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)29.1 30.5 29.1 Total Unit Weight (pcf)121.8 122.2 125.0 Dry Unit Weight (pcf)94.4 93.7 96.9 Moisture Content (%) (FINAL)24.6 26.3 21.9 Initial State Void Ratio,e 0.785 0.800 0.740 Void Ratio at Shear, e 0.738 0.718 0.654 Tested By: JCM Date: 11/2/14 Input Checked By: KC Date: 11/6/14 page 10of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 T3 Tare Number 573 1693 573 Weight of Tare & Wet Sample (g)180.84 107.48 180.84 Weight of Tare & Dry Sample (g)158.64 101.73 158.64 Weight of Tare (g)82.28 82.85 82.28 Moisture Content (%) (INITIAL)29.07 30.46 29.07 Tare Number 904 913 623 Weight of Tare & Wet Sample (g)479.47 386.83 393.63 Weight of Tare & Dry Sample (g)406.6 329.3 337.85 Weight of Tare (g)109.89 110.52 83.5 Moisture Content (%) (FINAL)24.56 26.30 21.93 UNIT WEIGHT Weight of Tube & Wet Sample (g)1671.19 1588.51 1705.81 Weight of Tube (g)437.57 401.28 437.47 Weight of Wet Sample (g)1233.62 1187.23 1268.34 Length 1 (in)5.916 5.69 5.932 Length 2 (in)5.933 5.687 5.936 Length 3 (in)5.931 5.675 5.95 Top Diameter (in)2.874 2.875 2.879 Middle Diameter (in)2.876 2.885 2.881 Bottom Diameter (in)2.886 2.879 2.875 Average Length (in)5.927 5.684 5.939 Average Area (in)6.508 6.513 6.507 Sample Volume (cm 3)632.10 606.64 633.30 Unit Wet Weight (g/cm3)1.95 1.96 2.00 Unit Wet Weight (pcf)121.84 122.18 125.03 Unit Dry Weight (pcf)94.40 93.66 96.87 Unit Dry Weight (g/cm3)1.51 1.50 1.55 Initial Burette Reading 48 48 48 Final Burette Reading 38 31 22.3 Initial Dial Reading 60 82 45 Dial Reading After Saturation 82 115 63 Dial Reading After Consolidation 113 175 161 Volume Change during Consolidation 10 17 25.7 Volume Change during Saturation 7.04 10.57 5.76 Volume at Shear (cm3)*These 615.06 579.07 601.84 Volume of Solids (cm3)measurements 353.98 337.06 363.95 Volume of Voids (cm3)are all 261.08 242.01 237.90 Volume of Water (cm3)at 234.73 239.31 215.50 Void Ratio, e shear 0.738 0.718 0.654 page 11 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7-9 Project No.:2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 a =1.56 C =1.79 26.1 29.26 Tested By: JCM Date: 10/28/14 Approved By: DB Date: 11/4/14 page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 35 40 0 1020304050607080 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7-9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:JCM Date:10/28/14 Approved By: DB Date:11/4/14 page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 70 80 0 102030405060708090  (p s i ) (psi) c = = 3.31 17.16 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7.4-7.9 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.889 Diameter 1: 2.893 PRESSURES (psi)Length 2: 5.890 Diameter 2: 2.892 Length 3: 5.885 Diameter 3: 2.884 Cell Pressure (psi)36.7 Avg. Length:5.888 Avg. Diam.:2.890 Back Pressure (psi)31.5 Eff. Conf. Pressure (psi) 5.2 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)100 Final Burette Reading (ml)16.0 Final Change (ml)8.0 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)54 P =10.45 Dial Reading After Saturation (mil) 65 Q =6.67 Dial Reading After Consolidation (mil)89 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 8.4 0.000 31.5 17.9 0.001 32.0 21.9 0.002 32.2 30.8 0.007 32.9 35.9 0.014 33.0 39.1 0.015 33.4 43.4 0.028 33.6 46.3 0.034 33.7 49.8 0.051 33.8 58.7 0.071 34.0 70.1 0.102 33.7 82.0 0.135 33.5 90.9 0.172 33.2 98.0 0.213 32.9 105.4 0.240 32.6 112.2 0.283 32.2 126.7 0.339 31.8 136.4 0.401 31.3 144.3 0.444 30.8 151.8 0.502 30.4 158.8 0.553 30.1 166.5 0.595 29.6 176.1 0.640 29.2 180.3 0.668 29.0 183.6 0.698 28.9 184.6 0.730 28.6 188.3 0.758 28.3 193.4 0.802 28.0 196.9 0.849 27.9 201.6 0.880 27.8 204.9 0.911 27.5 Tested By: JCM Date: 10/28/14 Input Checked By: KC Date: 11/4/14 page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7.4-7.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)5.2 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.89 Volume After Consolidation (in3)37.91 Initial Sample Diameter (in)2.89 Length After Consolidation (in)5.85 Initial Sample Area (in2)6.56 Area After Consolidation (in2)6.477 Initial Sample Volume (in3)38.61 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.02 1.46 0.53 6.14 4.7 1.313 0.36 5.40 0.73 0.04 2.08 0.71 6.57 4.5 1.463 0.34 5.53 1.04 0.13 3.45 1.36 7.29 3.8 1.898 0.40 5.56 1.72 0.25 4.23 1.46 7.97 3.7 2.132 0.34 5.86 2.12 0.25 4.73 1.92 8.01 3.3 2.444 0.41 5.64 2.37 0.49 5.38 2.11 8.47 3.1 2.741 0.39 5.78 2.69 0.59 5.81 2.22 8.79 3.0 2.951 0.38 5.88 2.91 0.87 6.34 2.34 9.20 2.9 3.215 0.37 6.03 3.17 1.22 7.67 2.48 10.39 2.7 3.822 0.32 6.56 3.84 1.75 9.36 2.20 12.36 3.0 4.115 0.23 7.68 4.68 2.31 11.09 1.96 14.34 3.2 4.419 0.18 8.79 5.55 2.94 12.36 1.66 15.90 3.5 4.491 0.13 9.72 6.18 3.63 13.33 1.42 17.12 3.8 4.523 0.11 10.45 6.67 4.10 14.35 1.08 18.48 4.1 4.482 0.08 11.30 7.18 4.83 15.25 0.66 19.79 4.5 4.360 0.04 12.17 7.63 5.79 17.21 0.31 22.09 4.9 4.519 0.02 13.49 8.60 6.85 18.41 -0.24 23.85 5.4 4.385 -0.01 14.65 9.21 7.59 19.39 -0.68 25.28 5.9 4.297 -0.04 15.58 9.70 8.58 20.24 -1.06 26.50 6.3 4.233 -0.05 16.38 10.12 9.44 21.03 -1.39 27.62 6.6 4.190 -0.07 17.10 10.51 10.16 21.93 -1.95 29.08 7.1 4.068 -0.09 18.12 10.97 10.93 23.06 -2.27 30.53 7.5 4.087 -0.10 19.00 11.53 11.41 23.51 -2.53 31.24 7.7 4.042 -0.11 19.48 11.76 11.92 23.82 -2.60 31.62 7.8 4.054 -0.11 19.71 11.91 12.47 23.81 -2.89 31.90 8.1 3.944 -0.12 19.99 11.91 12.96 24.18 -3.25 32.63 8.4 3.863 -0.13 20.54 12.09 13.71 24.65 -3.47 33.32 8.7 3.842 -0.14 21.00 12.33 14.51 24.88 -3.59 33.67 8.8 3.831 -0.14 21.23 12.44 15.04 25.34 -3.74 34.28 8.9 3.836 -0.15 21.61 12.67 15.57 25.61 -3.97 34.78 9.2 3.794 -0.15 21.97 12.81 page 4 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):8.4-8.9 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1:5.812 Diameter 1: 2.845 PRESSURES (psi)Length 2: 5.806 Diameter 2: 2.873 Length 3:5.805 Diameter 3: 2.893 Cell Pressure (psi) 41.7 Avg. Length 5.808 Avg. Diam.:2.870 Back Pressure (psi) 31.4 Eff. Conf. Pressure (psi) 10.3 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml) 48.0 Response (%) 100 Final Burette Reading (ml) 35.5 Final Change (ml)12.5 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 45 P = 17.49 Dial Reading After Saturation (mil 55 Q = 10.16 Dial Reading After Consolidation (mil)92 LOAD DEFORMATION PORE PRESSURE (LB)(IN)(PSI) 13.1 0.000 31.4 31.8 0.001 32.7 41.3 0.003 33.2 67.4 0.008 34.2 84.9 0.015 34.7 97.5 0.019 34.9 106.2 0.028 35.3 111.5 0.040 35.4 116.4 0.051 35.4 123.0 0.071 35.4 130.7 0.101 35.1 138.5 0.134 34.7 146.2 0.167 34.4 151.6 0.206 34.0 154.3 0.233 33.6 159.5 0.275 33.2 164.9 0.332 32.8 169.9 0.368 32.9 174.6 0.409 32.5 180.8 0.467 32.0 185.7 0.511 31.8 190.8 0.555 31.4 195.2 0.598 31.2 197.7 0.629 30.9 200.3 0.658 30.8 203.0 0.687 30.7 206.0 0.715 30.4 210.9 0.759 30.2 214.8 0.802 29.8 217.8 0.832 29.7 220.9 0.860 29.4 Tested By: JCM Date: 10/28/14 Input Checked By: KC Date: 11/4/14 page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):8.4-8.9 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)10.3 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in)5.81 Volume After Consolidation (in3)36.62 Initial Sample Diameter (in) 2.87 Length After Consolidation (in) 5.76 Initial Sample Area (in2)6.47 Area After Consolidation (in2)6.357 Initial Sample Volume (in3)37.58 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 2.94 1.30 11.93 9.0 1.326 0.44 10.46 1.47 0.05 4.43 1.81 12.92 8.5 1.521 0.41 10.71 2.21 0.14 8.53 2.83 16.00 7.5 2.142 0.33 11.74 4.27 0.26 11.27 3.32 18.25 7.0 2.615 0.29 12.61 5.64 0.33 13.24 3.53 20.01 6.8 2.956 0.27 13.39 6.62 0.49 14.57 3.88 21.00 6.4 3.268 0.27 13.71 7.29 0.69 15.37 3.99 21.67 6.3 3.437 0.26 13.99 7.68 0.89 16.10 3.99 22.41 6.3 3.554 0.25 14.36 8.05 1.24 17.07 3.97 23.40 6.3 3.694 0.23 14.87 8.53 1.75 18.18 3.69 24.79 6.6 3.750 0.20 15.70 9.09 2.32 19.26 3.33 26.23 7.0 3.765 0.17 16.60 9.63 2.90 20.33 2.97 27.66 7.3 3.773 0.15 17.49 10.16 3.57 21.01 2.58 28.73 7.7 3.722 0.12 18.23 10.51 4.05 21.31 2.25 29.36 8.1 3.648 0.11 18.71 10.66 4.77 21.92 1.85 30.38 8.5 3.594 0.08 19.42 10.96 5.76 22.50 1.44 31.36 8.9 3.541 0.06 20.11 11.25 6.39 23.09 1.54 31.84 8.8 3.637 0.07 20.30 11.54 7.11 23.59 1.11 32.78 9.2 3.568 0.05 20.98 11.80 8.10 24.24 0.62 33.92 9.7 3.505 0.03 21.80 12.12 8.87 24.74 0.37 34.67 9.9 3.492 0.02 22.30 12.37 9.64 25.25 -0.04 35.59 10.3 3.444 0.00 22.96 12.63 10.38 25.67 -0.24 36.21 10.5 3.435 -0.01 23.37 12.83 10.92 25.87 -0.46 36.63 10.8 3.405 -0.02 23.69 12.94 11.42 26.08 -0.63 37.01 10.9 3.386 -0.02 23.97 13.04 11.93 26.30 -0.74 37.34 11.0 3.381 -0.03 24.19 13.15 12.41 26.58 -0.97 37.85 11.3 3.358 -0.04 24.56 13.29 13.17 27.02 -1.23 38.55 11.5 3.343 -0.05 25.04 13.51 13.93 27.31 -1.58 39.19 11.9 3.299 -0.06 25.53 13.65 14.45 27.54 -1.70 39.55 12.0 3.294 -0.06 25.78 13.77 14.94 27.80 -1.95 40.06 12.3 3.269 -0.07 26.15 13.90 page 6 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7.9-8.4 Project No.:2014-786-01 Sample No.:UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.3 Length 1: 5.799 Diameter 1: 2.879 PRESSURES (psi)Length 2: 5.798 Diameter 2: 2.876 Length 3: 5.796 Diameter 3: 2.883 Cell Pressure (psi)71.0 Avg. Length:5.798 Avg. Diam.:2.879 Back Pressure (psi)31.9 Eff. Conf. Pressure (psi) 39.1 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)48.0 Response (%)99 Final Burette Reading (ml)17.2 Final Change (ml)30.8 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)49 P =39.48 Dial Reading After Saturation (mil)71 Q =20.86 Dial Reading After Consolidation (mil)202 LOAD DEFORMATION PORE PRESSURE (LB)(IN)(PSI) 17.1 0.000 31.9 30.7 0.001 32.6 31.6 0.002 32.7 39.2 0.013 33.3 65.4 0.017 35.2 100.4 0.018 39.0 124.2 0.025 42.3 139.5 0.039 44.3 155.3 0.047 46.4 177.2 0.065 48.8 201.7 0.094 50.8 226.1 0.131 52.3 246.1 0.165 52.9 267.2 0.206 53.2 279.5 0.236 52.8 292.6 0.278 52.4 306.3 0.328 51.5 317.2 0.392 50.5 320.4 0.436 49.7 318.4 0.493 48.5 313.9 0.535 48.0 313.6 0.580 47.9 312.0 0.623 47.4 312.1 0.648 47.2 311.2 0.679 47.0 308.7 0.709 46.8 307.1 0.738 46.6 309.0 0.780 46.4 312.2 0.822 46.4 313.3 0.854 46.4 317.4 0.884 46.3 Tested By: JCM Date: ######## Input Checked By: KC Date: 11/4/2014 page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):7.9-8.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID:2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)39.1 Stage No.1 Test No 3 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in)5.80 Volume After Consolidation (in3)35.44 Initial Sample Diameter (in)2.88 Length After Consolidation (in)5.64 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.279 Initial Sample Volume (in3)37.75 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 2.17 0.66 40.61 38.4 1.056 0.31 39.53 1.09 0.04 2.30 0.76 40.65 38.3 1.060 0.33 39.49 1.15 0.23 3.52 1.35 41.27 37.7 1.093 0.39 39.51 1.76 0.30 7.66 3.34 43.42 35.8 1.214 0.44 39.59 3.83 0.31 13.22 7.10 45.21 32.0 1.413 0.54 38.61 6.61 0.45 16.98 10.42 45.66 28.7 1.592 0.62 37.17 8.49 0.69 19.35 12.39 46.07 26.7 1.724 0.65 36.39 9.68 0.84 21.83 14.46 46.47 24.6 1.886 0.67 35.56 10.92 1.14 25.21 16.88 47.43 22.2 2.135 0.68 34.82 12.60 1.67 28.90 18.94 49.07 20.2 2.434 0.66 34.61 14.45 2.31 32.51 20.36 51.25 18.7 2.735 0.63 34.99 16.26 2.93 35.40 20.98 53.52 18.1 2.953 0.60 35.82 17.70 3.65 38.37 21.26 56.22 17.8 3.150 0.56 37.03 19.19 4.18 40.05 20.95 58.20 18.2 3.207 0.53 38.18 20.03 4.93 41.71 20.48 60.33 18.6 3.240 0.50 39.48 20.86 5.82 43.39 19.61 62.88 19.5 3.226 0.46 41.18 21.69 6.94 44.48 18.62 64.96 20.5 3.172 0.42 42.72 22.24 7.72 44.58 17.77 65.91 21.3 3.090 0.40 43.62 22.29 8.73 43.80 16.58 66.32 22.5 2.945 0.38 44.42 21.90 9.48 42.80 16.11 65.78 23.0 2.862 0.38 44.38 21.40 10.28 42.36 15.96 65.51 23.1 2.831 0.38 44.32 21.18 11.03 41.79 15.47 65.42 23.6 2.768 0.37 44.53 20.90 11.48 41.59 15.27 65.43 23.8 2.745 0.37 44.63 20.80 12.03 41.20 15.12 65.18 24.0 2.718 0.37 44.58 20.60 12.55 40.61 14.88 64.84 24.2 2.677 0.37 44.53 20.31 13.08 40.15 14.73 64.52 24.4 2.648 0.37 44.44 20.08 13.81 40.07 14.52 64.65 24.6 2.630 0.37 44.62 20.03 14.55 40.16 14.49 64.77 24.6 2.632 0.36 44.69 20.08 15.13 40.04 14.49 64.65 24.6 2.627 0.37 44.63 20.02 15.65 40.35 14.45 65.00 24.7 2.637 0.36 44.83 20.17 page 8 of 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-13 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft): 7.9-8.4 Project No.: 2014-786-01 Sample No.: UD-1 Lab ID: 2014-786-01-09 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Tested By: JCM Date: ######## Approved By: DB Date: ####### page 9 of 11 0 5 10 15 20 25 30 35 40 45 50 0 2 4 6 8 1012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-09 Specific Gravity (assumed) 2.7 Visual Description: BROWN SANDY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-13 DR-13 DR-13 Depth (ft):7.4-7.9 8.4-8.9 7.9-8.4 Sample No.:UD-1 UD-1 UD-1 Test No.T1T2T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)31.5 31.4 31.9 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)28.4 28.4 28.4 Total Unit Weight (pcf)124.1 123.9 115.8 Dry Unit Weight (pcf)96.7 96.5 90.2 Moisture Content (%) (FINAL)26.2 25.4 33.5 Initial State Void Ratio,e 0.743 0.746 0.869 Void Ratio at Shear, e 0.711 0.702 0.755 Tested By: JCM Date: 10/28/14 Input Checked By: KC Date: 11/4/14 page 10of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 T3 Tare Number 1705 1705 1705 Weight of Tare & Wet Sample (g)183.28 183.28 183.28 Weight of Tare & Dry Sample (g)161.13 161.13 161.13 Weight of Tare (g)83.04 83.04 83.04 Moisture Content (%) (INITIAL)28.36 28.36 28.36 Tare Number 585 607 623 Weight of Tare & Wet Sample (g)338.48 410.27 386.72 Weight of Tare & Dry Sample (g)285.86 343.96 310.91 Weight of Tare (g)85.29 82.71 84.48 Moisture Content (%) (FINAL)26.24 25.38 33.48 UNIT WEIGHT Weight of Tube & Wet Sample (g)1672.49 1630.4 1555.63 Weight of Tube (g)414.36 408.28 408.48 Weight of Wet Sample (g)1258.13 1222.12 1147.15 Length 1 (in)5.889 5.812 5.799 Length 2 (in)5.89 5.806 5.798 Length 3 (in)5.885 5.805 5.796 Top Diameter (in)2.893 2.845 2.879 Middle Diameter (in)2.892 2.873 2.876 Bottom Diameter (in)2.884 2.893 2.883 Average Length (in)5.888 5.8077 5.7977 Average Area (in)6.558 6.471 6.511 Sample Volume (cm3)632.78 615.83 618.63 Unit Wet Weight (g/cm3)1.99 1.98 1.85 Unit Wet Weight (pcf)124.13 123.89 115.77 Unit Dry Weight (pcf)96.70 96.52 90.19 Unit Dry Weight (g/cm3)1.55 1.55 1.44 Initial Burette Reading 24 48 48 Final Burette Reading 16 35.5 17.2 Initial Dial Reading 54 45 49 Dial Reading After Saturation 65 55 71 Dial Reading After Consolidation 89 92 202 Volume Change during Consolidation 8 12.5 30.8 Volume Change during Saturation 3.55 3.18 7.04 Volume at Shear (cm3)*These 621.24 600.14 580.78 Volume of Solids (cm3) measurements 363.01 352.62 330.99 Volume of Voids (cm3)are all 258.23 247.53 249.80 Volume of Water (cm3) at 257.14 241.65 299.20 Void Ratio, e shear 0.711 0.702 0.755 page 11 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):27.9-28.9 Project No.:2014-786-01 Sample No.: UD-3 Lab ID:2014-786-01-11 a =0.77 C =0.91 28.3 32.62 Tested By: SFS Date: 11/1/14 Approved By: MPS Date: 11/6/14 page 1 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 2 4 6 8 10 12 14 16 0 5 10 15 20 25 30 Q, ( p s i ) P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2  2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):27.9-28.9 Project No.: 2014-786-01 Sample No.: UD-3 Lab ID:2014-786-01-11 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:SFS Date:11/1/14 Approved By: MPS Date:11/6/14 page 2 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 5 10 15 20 25 0 5 10 15 20 25 30  (p s i ) (psi) c = = 1.41 24.32 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):28.4-28.9 Project No.:2014-786-01 Sample No.:UD-3 Lab ID:2014-786-01-11 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 6.013 Diameter 1: 2.871 PRESSURES (psi)Length 2: 6.016 Diameter 2: 2.853 Length 3: 6.034 Diameter 3: 2.868 Cell Pressure (psi)55.0 Avg. Length:6.021 Avg. Diam.:2.864 Back Pressure (psi)50.0 Eff. Conf. Pressure (psi) 5.0 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)99 Final Burette Reading (ml)18.8 Final Change (ml)5.2 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)40 P =9.10 Dial Reading After Saturation (mil) 43 Q =5.67 Dial Reading After Consolidation (mil)55 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 8.6 0.000 50.0 12.9 0.001 50.0 28.6 0.005 50.6 36.5 0.008 51.0 42.1 0.014 51.4 45.3 0.020 51.7 49.7 0.029 51.9 54.8 0.037 52.0 59.4 0.049 52.0 65.9 0.069 52.1 74.1 0.098 51.9 82.8 0.133 51.6 91.5 0.168 51.2 101.8 0.207 50.6 108.3 0.236 50.3 117.3 0.277 49.8 123.5 0.332 49.1 132.4 0.388 48.6 137.5 0.433 48.2 144.3 0.491 47.7 146.5 0.534 47.4 149.9 0.577 47.1 153.3 0.621 47.0 154.5 0.649 46.9 155.7 0.678 46.8 157.3 0.707 46.7 158.7 0.737 46.6 164.4 0.778 46.5 167.3 0.821 46.3 167.2 0.850 46.2 170.3 0.910 46.1 Tested By: SFS Date: 11/1/14 Input Checked By: GEM Date: 11/6/14 page 3 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):28.4-28.9 Project No.: 2014-786-01 Sample No.: UD-3 Lab ID:2014-786-01-11 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)5.0 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 6.02 Volume After Consolidation (in3)38.41 Initial Sample Diameter (in)2.86 Length After Consolidation (in)6.01 Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.396 Initial Sample Volume (in3)38.79 Strain Deviation U Effective Principle APQ (%) Stress Stress Ratio 0.01 0.67 -0.01 5.67 5.0 1.134 -0.02 5.34 0.34 0.09 3.13 0.59 7.53 4.4 1.711 0.19 5.96 1.56 0.14 4.36 0.99 8.36 4.0 2.089 0.23 6.18 2.18 0.24 5.23 1.39 8.82 3.6 2.454 0.27 6.21 2.61 0.33 5.72 1.63 9.07 3.4 2.702 0.29 6.22 2.86 0.48 6.39 1.84 9.54 3.2 3.027 0.29 6.35 3.20 0.62 7.17 1.94 10.22 3.0 3.353 0.27 6.63 3.59 0.81 7.88 2.02 10.85 3.0 3.656 0.26 6.91 3.94 1.15 8.85 2.05 11.79 2.9 4.016 0.23 7.36 4.43 1.63 10.08 1.89 13.17 3.1 4.257 0.19 8.13 5.04 2.21 11.34 1.56 14.77 3.4 4.307 0.14 9.10 5.67 2.79 12.60 1.14 16.45 3.8 4.276 0.09 10.15 6.30 3.45 14.06 0.61 18.45 4.4 4.209 0.04 11.41 7.03 3.94 14.97 0.24 19.72 4.8 4.149 0.02 12.24 7.49 4.62 16.20 -0.25 21.44 5.2 4.091 -0.02 13.34 8.10 5.53 16.98 -0.87 22.84 5.9 3.897 -0.05 14.35 8.49 6.47 18.11 -1.44 24.54 6.4 3.816 -0.08 15.49 9.05 7.21 18.70 -1.83 25.52 6.8 3.740 -0.10 16.17 9.35 8.17 19.48 -2.33 26.80 7.3 3.661 -0.12 17.06 9.74 8.89 19.64 -2.64 27.27 7.6 3.572 -0.14 17.45 9.82 9.61 19.97 -2.93 27.90 7.9 3.522 -0.15 17.91 9.99 10.33 20.29 -3.06 28.33 8.0 3.522 -0.15 18.19 10.14 10.80 20.35 -3.13 28.47 8.1 3.508 -0.16 18.29 10.18 11.28 20.41 -3.23 28.63 8.2 3.482 -0.16 18.43 10.20 11.77 20.51 -3.32 28.81 8.3 3.469 -0.16 18.56 10.25 12.26 20.60 -3.40 28.98 8.4 3.456 -0.17 18.69 10.30 12.96 21.20 -3.56 29.75 8.5 3.480 -0.17 19.15 10.60 13.67 21.42 -3.70 30.10 8.7 3.466 -0.17 19.39 10.71 14.16 21.29 -3.80 30.08 8.8 3.422 -0.18 19.44 10.65 15.15 21.46 -3.92 30.37 8.9 3.408 -0.18 19.64 10.73 page 4 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):27.9-28.4 Project No.:2014-786-01 Sample No.:UD-3 Lab ID:2014-786-01-11 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.2 Length 1: 6.060 Diameter 1: 2.844 PRESSURES (psi)Length 2: 6.042 Diameter 2: 2.836 Length 3: 6.047 Diameter 3: 2.853 Cell Pressure (psi)60.0 Avg. Length:6.050 Avg. Diam.:2.844 Back Pressure (psi)50.0 Eff. Conf. Pressure (psi) 10.0 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)100 Final Burette Reading (ml)10.7 Final Change (ml)13.3 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)17 P =15.65 Dial Reading After Saturation (mil)19 Q =9.20 Dial Reading After Consolidation (mil)50 LOAD DEFORMATION PORE PRESSURE (LB)(IN)(PSI) 11.2 0.000 50.0 12.0 0.001 50.0 12.1 0.003 50.0 14.4 0.007 50.3 42.3 0.013 52.1 50.9 0.019 53.1 56.5 0.023 53.9 64.7 0.026 54.3 71.9 0.030 54.7 81.9 0.033 55.0 94.4 0.038 54.9 106.7 0.045 54.6 116.0 0.065 54.1 127.9 0.087 53.5 132.6 0.124 53.2 136.6 0.160 52.7 140.9 0.216 52.3 145.7 0.276 52.0 148.6 0.323 51.8 153.0 0.373 51.5 156.9 0.422 51.2 160.1 0.467 51.0 163.4 0.514 50.8 166.1 0.540 50.6 169.2 0.569 50.4 172.3 0.621 50.2 173.9 0.661 50.1 176.8 0.739 49.9 182.1 0.815 49.6 184.8 0.867 49.5 185.6 0.923 49.3 Tested By: SFS Date: 11/1/2014 Input Checked By: GEM Date: 11/6/2014 page 5 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):27.9-28.4 Project No.: 2014-786-01 Sample No.: UD-3 Lab ID:2014-786-01-11 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Effective Confining Pressure (psi)10.0 Stage No.1 Test No 2 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 6.05 Volume After Consolidation (in 3)37.59 Initial Sample Diameter (in)2.84 Length After Consolidation (in)6.02 Initial Sample Area (in2)6.35 Area After Consolidation (in2)6.248 Initial Sample Volume (in3)38.44 Strain Deviation U Effective Principle A PQ (%) Stress Stress Ratio 0.02 0.12 0.04 10.12 10.0 1.012 0.31 10.05 0.06 0.05 0.14 0.05 10.12 10.0 1.014 0.33 10.05 0.07 0.12 0.50 0.32 10.22 9.7 1.052 0.63 9.96 0.25 0.22 4.96 2.16 12.83 7.9 1.630 0.44 10.35 2.48 0.32 6.33 3.13 13.23 6.9 1.917 0.49 10.07 3.17 0.38 7.22 3.98 13.26 6.0 2.193 0.55 9.66 3.61 0.43 8.51 4.38 14.16 5.6 2.508 0.51 9.90 4.26 0.50 9.66 4.73 14.97 5.3 2.822 0.49 10.13 4.83 0.55 11.24 5.04 16.24 5.0 3.252 0.45 10.61 5.62 0.63 13.23 4.98 18.28 5.1 3.619 0.38 11.67 6.61 0.75 15.17 4.64 20.56 5.4 3.814 0.31 12.97 7.58 1.08 16.59 4.16 22.46 5.9 3.827 0.25 14.16 8.29 1.45 18.40 3.58 24.85 6.4 3.853 0.19 15.65 9.20 2.06 19.02 3.22 25.84 6.8 3.792 0.17 16.32 9.51 2.67 19.53 2.75 26.81 7.3 3.682 0.14 17.05 9.77 3.59 20.00 2.30 27.73 7.7 3.588 0.12 17.73 10.00 4.59 20.54 2.03 28.53 8.0 3.568 0.10 18.27 10.27 5.37 20.81 1.82 29.02 8.2 3.533 0.09 18.62 10.40 6.20 21.28 1.52 29.80 8.5 3.500 0.07 19.16 10.64 7.01 21.68 1.26 30.45 8.8 3.473 0.06 19.61 10.84 7.76 21.98 1.07 30.94 9.0 3.453 0.05 19.95 10.99 8.55 22.27 0.83 31.47 9.2 3.420 0.04 20.33 11.13 8.98 22.56 0.65 31.94 9.4 3.406 0.03 20.66 11.28 9.46 22.89 0.49 32.43 9.5 3.399 0.02 20.99 11.45 10.32 23.11 0.27 32.87 9.8 3.369 0.01 21.32 11.56 10.99 23.18 0.14 33.07 9.9 3.343 0.01 21.48 11.59 12.28 23.24 -0.05 33.33 10.1 3.305 0.00 21.70 11.62 13.55 23.65 -0.34 34.02 10.4 3.281 -0.01 22.19 11.82 14.41 23.78 -0.49 34.30 10.5 3.259 -0.02 22.41 11.89 15.34 23.62 -0.64 34.29 10.7 3.215 -0.03 22.48 11.81 page 6 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Boring No.:DR-12 Client Reference:DAN RIVER PH II RECON. DES. Depth (ft):27.9-28.9 Project No.:2014-786-01 Sample No.:UD-3 Lab ID:2014-786-01-11 Visual Description: BROWN SANDY CLAY (UNDISTURBED) Tested By: SFS Date: 11/1/2014 Approved By: MPS Date: 11/6/2014 page 7 of 10 0 5 10 15 20 25 024681012141618 De v i a t o r S t r e s s ( p s i ) Strain (%) Test No. 1 Test No. 2 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:AMEC Client Reference: DAN RIVER PH II RECON. DES. Project No.: 2014-786-01 Lab ID:2014-786-01-11 Specific Gravity (assumed) 2.7 Visual Description: BROWN SANDY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:DR-12 DR-12 Depth (ft):28.4-28.9 27.9-28.4 Sample No.:UD-3 UD-3 Test No.T1 T2 Deformation Rate (in/min)0.0007 0.0007 Back Pressure (psi)50.0 50.0 Consolidation Time (days)1 1 Moisture Content (%) (INITIAL)23.7 23.7 Total Unit Weight (pcf)126.3 129.0 Dry Unit Weight (pcf)102.1 104.3 Moisture Content (%) (FINAL)26.1 24.4 Initial State Void Ratio,e 0.650 0.616 Void Ratio at Shear, e 0.634 0.581 Tested By: SFS Date: 11/1/14 Input Checked By: GEM Date: 11/6/14 page 8 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 MOISTURE CONTENT T1 T2 Tare Number 8 8 Weight of Tare & Wet Sample (g)118.51 118.51 Weight of Tare & Dry Sample (g)102.83 102.83 Weight of Tare (g)36.66 36.66 Moisture Content (%) (INITIAL)23.70 23.70 Tare Number 808 810 Weight of Tare & Wet Sample (g)696.89 661.02 Weight of Tare & Dry Sample (g)574 553.45 Weight of Tare (g)103.77 112.89 Moisture Content (%) (FINAL)26.13 24.42 UNIT WEIGHT Weight of Tube & Wet Sample (g)1286.33 1301.48 Weight of Tube (g)0 0 Weight of Wet Sample (g)1286.33 1301.48 Length 1 (in)6.013 6.06 Length 2 (in)6.016 6.042 Length 3 (in)6.034 6.047 Top Diameter (in)2.871 2.844 Middle Diameter (in)2.853 2.836 Bottom Diameter (in)2.868 2.853 Average Length (in)6.021 6.049667 Average Area (in)6.442 6.354 Sample Volume (cm3)635.63 629.92 Unit Wet Weight (g/cm3)2.02 2.07 Unit Wet Weight (pcf)126.34 128.99 Unit Dry Weight (pcf)102.14 104.28 Unit Dry Weight (g/cm3)1.64 1.67 Initial Burette Reading 24 24 Final Burette Reading 18.8 10.7 Initial Dial Reading 40 17 Dial Reading After Saturation 43 19 Dial Reading After Consolidation 55 50 Volume Change during Consolidation 5.2 13.3 Volume Change during Saturation 0.95 0.62 Volume at Shear (cm3)*These 629.48 615.99 Volume of Solids (cm3) measurements 385.15 389.69 Volume of Voids (cm3)are all 244.33 226.31 Volume of Water (cm3) at 271.77 256.90 Void Ratio, e shear 0.634 0.581 page 9 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: AMEC Boring No.: DR-12 Client Reference: DAN RIVER PH II RECON. DES. Depth (ft):27.9-28.9 Project No.: 2014-786-01 Sample No.: UD-3 Lab ID:2014-786-01-11 TEST 1 INITIAL TEST 1 FINAL TEST 2 INITIAL TEST 2 FINAL Tested By SFS Date 11/1/2014 Approved By MPS Date 11/6/2014 page 10 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Z:\2014 PROJECTS\2014-786 AMEC Dan River\[2014-786-01-11 SIGMATRIAX 2PT.xlsm]SECOND