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25A-185 (131)
4�4 F.15 v2:=:� 1.++4, 1'2-1 14:03 #567 P.05/06 FROM :NSG TECHNICAL - D r LA I C1 ; i v z ZD� O O� cpp O ;K 2 >p � m N i izy V) rri r. CD I m 9� t6U P � � i � 1 f Z My�p QI v C7 z2 m i + m .46 fD + �U �mp" �D DaO W U N I Op On C C) C' o ) Om p A CZ n Dp2mz DNN Zn zzO CD p r D=' 0 �+,cz A m Q-m p0 rl rn D Ln U3 -d TT • � � A pzA Z 2m �Q c Om A� b O D 4%. D mz ° r"c 4 � Z Z Z y FROM :NBG TECHNICAL 404 S1E 2280 19'14, 12-13 1-4:03 #S67 P.14/0E+ A S E A Consultants Inc. Mr. Don David Sc(encetEngineering/ArohitectuCoca-Cola USA, Northampton,.MA Page 4 To reduce the potential for migration of material from below the mat into the voids of the stone, it is recommended that a non-woven fabric such as Mirafi 14ON be used between the stone and underlying natural soil as a filter medium. The fabric should extend along the bottom of the excavation and up along the sides to a height of about 2 ft above the bottom of the excavation. The recommended gradation for the crushed stone is as follows: Sieve Size Percent Finer V 100 3/4" 90-100 1/2" 10-SO 3/8" 0-20 No. 4 0`S The material should consist of angular, durable crushed rock or crushed gravel free from ice, snow, sand, clay, loam or other deleterious material. We are pleased to have this opportunity to assist. If you have any questions, please call. Very truly yours, CONSULTANTS INC. Richard P. Weber, P.E. 1:11EP0M\N0RnMAM=KMTA I.RYr Printed on Recycied Paper FR 1--irl NP-G TECHN I CAL 404 SIS 22280 4 17. 1-4:02 4S67 F.03/06 E A Consultants Inc. Mr. Don David Sciencei'Engin4ecring/ArchiteciLCo"-Cola USA, Northampton, MA Page 3 excavation should be braced rather than Open cut for several reasons. First, based upo n the geometry of the cut and existing building, a stable 2:1 slope from the bottom of the excavation will encroach upon the foundation soils of the existing footings and could potentially cause damage if the sides of the excavation slough (especially in the presence of a high groundwater level). Second, be-cause of the high groundwater level which is anticipated to be about 7 ft above the bottom of the excavation, dewatering methods such as well points may be required to lower the 7 ft head. This will result in drawdown which could also cause settlement of the existing structure. If the excavation is braced using driven steel sheeting, then the excavation will not slough and the sheeting can also be driven several feet into the underlying clay forming a groundwater cut-off and thus reducing the potential degree of dewatering required. Seepage into the excavation can be handled using conventional pumps draining from the working mat layer. The sheeting should be designed to resist both water pressure and lateral soil forces. The results of our engineering calculations indicate that there is an adequate factor of safety against bottom heave. Typically the lateral support system is designed by a professional engineer registered in the Commonwealth of Massachusetts and engaged directly by the earthwork contractor. It is recommended that the sheeting be left in place below the tank bottom to prevent disturbance of the underlying foundation soils that could result if the sheeting were removed. The sheeting can be cut off at some nominal depth below grade. The size of the excavation should also include an allowan6e f6r overhang of the slab if required for resisting buoyancy. Flotation The below ground tank should be designed to resist flotation due to high groundwater. There are no available records to indicate a specific high groundwater level at the site. Therefore, it is recommended that the structure be dc-signed to resist groundwater level at the ground surface through one or a combination of weight of structure including weight of soil above an oversized slab or pressure relief valves placed along the side of the structure at some nominal depth below ground surface. The purpose of the relief valves would be to provide a mechanism to flood the tanks should an unbalanced water pressure develop. Foundation Preparation Soil conditions at the bottom of the excavation are expected to consist of either fine sand or silty clay. Both materials can become disturbed by working on the surface of the soil or by groundwater. For these reasons, it is recommended that the bottom of the excavation be stabilized using a working mat consisting of 12-inches of 3/4-inch graded crushed stone. Crushed stone is recommended because it can be placed and tamped compact rather than vibrated as required for sand and gravel. The vibrations resulting from a vibratory plate compactor could cause further disturbance of the underlying soil. Printed or, Revded Paper FROM :NSG TECHNICAL 404 515 22211 191B4112_13 14:02 #S57 F'.02/06 3 S E A consultants Inc. Mr. Don David Science/Englnaering/AruhitectlCsoca-Cola 'USA, Northampton, MA Page 2 RECOMMENDATIONS The following recommendations are made with respect to design and construction of the proposed equalization tank. Allowable Bearing Pressure The bottom of the proposed tank is expected to be 14 ft below ground surface which may provide a few feet of sand below the structure before encountering the underlying silty clay. Our recommendations, however, are based upon the presence of clay as the foundation soil. : erefore, it is recommended that of the`tank,mat be based- ' s a net allowable sa Tess the t©tai sw� jigbt of the structure divided by the area of the mat minus the pressure''o tbe; a!�erburden soil (000 pst). At a net pressure limited to 1600 psf, it is our opinion that long-term settlement will be less than I/2-inch. Lateral Earth. Pressure Typically, below ground walls are restrained from lateral movement because they are braced or supported both at the top and bottom of the walls. In this case, it is recommended that the walls be designed on the basis of the "at rest" soil pressure. Since the soil along the sides of the tank is expected to be granular, it is recommended. that an "at rest" earth pressure coefficient of 0.48-be used for design. This is based on a friction angle of 31 degrees. The recommended unit weight of soil above the groundwater level is 120 pcf and the buoyant (submerged) unit weight is 57.6 pcf. The recommended lateral pressure should be increased for the unbalanced groundwater pressure. If the tanks will always be full of liquid during the design high water event, the water pressure can be neglected since the water pressure inside and outside the tank will be balanced. At present, based on a review of the boring logs, the groundwater is expected to be approximately 8 ft below ground surface although this depth will vary depending upon the season and amount of precipitation. Excavation According to the proposed layout of the below grade structure, the depth to the bottom of the slab is approximately 14 ft. Because the existing subsurface soil conditions consist of fine sand or silty clay, depending upon the specific subsurface profile, it is our opinion that a working mat should be constructed to provide a firm working surface that can be drained. Therefore, it is recommended that the excavation be overcut by an additional 12 inches in preparation for the working mat as described in a later section. This will result in an excavation 15 ft deep located approximately 14 ft from the existing building. Although the existing building does not require underpinning, it is our opinion that the Pnnted on Recycled Paper FRO11 :NEG TES_HPJ I CAL 1'194, 1Z-1 C, 14:01 4667 P.01/06 ------ -- - -------- _'_ —'-"---_-- 5 E nConsultants s post-it` Fax Note 76' Dat! � pages Engrneers:'Architerts November 30, 1994 70 Fro m Q / Co./Dept. Co. Mr. Don David Phone a Phone p The Austin Company Fax x 48 Perimeter Center East Fax Atlanta, GA 3034 -1998 Re: Geotechnical Engineering Report Addendum Proposed Coca-Cola Distribution Facility Northampton, Massachusetts Equalization Tank Project No: 94208.01 Dear Nir. David: We are pleased to submit ibis letter summarizing geotechnical recommendations ferenced site, These services, developed for the proposed equalization tank at the re which are an addition to the original Scope of services, were conducted in accordance with our discussion and your verbal authorization to proceed, BACKGROUND It is our understanding that a below ground equalization tank will be constructed, at the northwest corner of the existing building at the approximate location shown in the attached boring location plan. The footprint'of't-he propose3'tank is approximately 23 ft by 29 ft and will extend approximately 14 ft below ground surface at this location is approximately 1466 ground t, b seedacon h elevation oject site topographic plan. Borings were not conducted at this location dtuing the exploration program since the tank was not added to the project until after the borings had been completed. Borings A-4 to A-7, however, taken inside the facility used in preparing our assessment of existing subsurface editions. Since k, w ere s taken at the site in connection with the proposed addition indicate that similar subsurface conditions are present, it is our opinion that the existing information is at present, X85 tvtass'2ch:r;etts Aven;;e sufficient to conduct these studies. However, it must be understood that subsurface Camt-:as'3. MIA 02!39—V-18 conditions could change at the location of the tank which may require that our r517) 497.7300 ?Ax (s») ;s,-;,c; recommendations presented herein be modified. 'Ile subsurface conditions used for this study include a profile which consist of 17 ft of fine to fine to medium sand, trace silt which is then underlain by silty cla above, the actual depth, to the clay may vary from those used herein. The undrained Glasronbt;y�; cohesive strength of the silty clay is 684 psf as determined b Londprd�rry, ;:,� testing. The groundwater level used in, this assessment is 8 ft below ground laboratory e based upon our review of the available subsurface information_ p'»teC on ,RerycieC Piper FROM :N813 TECHNICAL 404 C 1 E 22c'-O 1_ - A17ERBERG LIMITS PROJECT PROJECT NUMBER TESTED BY BORING NUMBER Coco-Coto Di5ftution Facility TX-667 cnr 8-3 LOCATION D4ECKCD BY SAMPLE NUMBER Northampton, NA qtt ST-1 SAMPLE DESCRIPTION DATE FLENAME Wet, sticky, soft groy/txown silty clay Fri Nov 11 1994 BSST1 LIQUID LIMIT DETERMINATIONS CONTWNER NUMBER 36 20 11 WT. WET SOIL + TARE 34.76 34.74 35.85 Wr. DRY SOIL +TARE 29.44 29.55 29.99 WT. WATER 5.32 5.19 5,86 TARE WT. 19.98 20 20.13 WT. DRY SOIL 9146 9.55 9.86 WATER CONTENT, WN (z} 56.24 54.36 59.43 NUMBER OF SLOWS. N 21 26 14 BONE-POINT LIQUID LIMIT, LL 1 55.06 54.60 55.41 PLASTIC LIMIT DETERMINATIONS CONTAINER NUMBER 33 09 WT. WET SOIL + TARE 28.24 30.94 WT. DRY SOIL +TARE 26.56 26.75 WT. WATER 1.68 2.19 TARE WT. 20.36 20.64 WT. DRY SOIL 6.2 8.11 WATER CONTENT (7o) 27.10 27.00 FLOW CURVE SUMW1 RY OF RESULTS 62.0 NATURAL WATER CONTENT. W N LIQUID LIMIT, LL 54.7 51A PLASTIC LIMIT, PL 27.1 PLASTICITY INDEX, PI 27.7 60.0 LIQUIDITY INDEX. Ll' t� 'LI = (W - PL)/PI PLASTICITY CHART anew U 58.0 70 , Cr eo , .57.0 LS so 3 0 z as � i d n 55.0 70 . i 10 wow �t o a 54.0 °0 10 ?0 X 40 W 50 N 00 110 1d ZS 104 NUMBER OF BLOWS, N LIQUD UWt, I.I. x;9. 1.0 Geo?esting Express FF,'0M :NB:F-j TECHNICAL 40A FALURE S.KEICHES 15, 0 ton 10. ...................... ......................................................................................... vi V) LJ 5 ................. ............................. .......................... ............ f I L I I I 0'0. 5. 10. 15. 20. 25. TOTAL STRESS, p ()b/ir,A2) sneer 0 TUT NO. UU1 WATER COWMNT(7) 54,13 DRY DCNSV (10 ffto'3) 69.68 M ---...--•-................. ............... ............ SATURATION YCID RATIO 1.463 WATER CONTENT(7t) 54,13 DRY DENSV (lb/ft"3) 69.68 SATURATION M CD .......................................................... VOID RATIO 1.463 CQ BAO( PRESS.Cb/l;Y*12) 0.00 MINOR PRIM, smss 13.80 W.DEY. SMSS (lb/-)"'2) TWE TO FALUK (17;a) O.Ei RATE OF$7UN )NCR (7/min) 1.00 0. S. 10. 15. 20. 25. WrK Z37 VERTICAL STRAIN (7.) CONTROLLED STRAIN TEST MrK How (in) 5.79 DESCRIPTION OF SPEMENS: 1)Wet, sticky,:oft gray/brown sky CLAY LL 54.70 K 27.10 PI 27,60 GS 2-75 TYPE OF SPEOW(K Tube TYPE OF TEST UU (0) RELWtKS-. Pf*jECT CpGa--C*t* D;sVbyG90l F0444t 1) PRUCT NO.CTX-667 BORINC NO. 8-3 SOPLE NO. 57-1 TECH. rh DEPTH/ELEV 24-26 It L930RATORY DATE TRKXX CO1NS90N Xg FUNW GeoTesting Express FROM NBG TECHN I CAL 404 SIS 2180 19'94, 12-1.3 15:36 #S69 F. 18/20 CONSOLIDATION TEST THE CURVES (STEP 15 OF 15) STRESS 32 (t/ft/\2) 1.05 r .......... ...... .... 1.00 ...... ...... ....... .......... ........... ... .. ..................... O 0.90 .......... to! J......... ..... O 0.90 ...... ........ ...............? .......... ....... ...... ........ .......... .......... 0.85 0.80 1 ;L -Z 1 O 10-1 101 10 101 101 TIME (min) 1.05 1.00 ................ ................................................. ............... .................................. .................. P— 0.95 ................................................ ........... ........................................................................................................ o .90 ... ..................... ............................ ................................... ................................. ...... ...... ........ . .................................................... ............................ .................. .................. 0.85 0.80 0. 5. 10, 15. 20. 25. SQUARE ROOT of TIME .(min) Project Nome Coco—Colo Dist. Focility Project No GTX-667 Boring No - B-3 Somple No ST-1: Test Dote 11/07/94 Test No : 'VON 1 Depth 24-26 ft'; Description Wet, sticky, soft gray/brown silty cloy GeoTestlng Express FROM NF-13 TECHN I CAL 404 S 1 2280 1994, 1'2-131 3-.5 9569 P. 17/20 CONSOLIDATION TEST TIME CURVES (STEP 14 OF 15) STRESS 16 (t//ft112) 1.20 ......................... ......... ....... ............. i.10 ................ ............ ............... ............. .1............ ................. ......... .......... 1.00 .............7........ I .............. 0.95 10-2 10-1 100 101 101 TIME (min) 1.20 1,15 ................................ ................................... ............................... ............................... 1.10 ............... ........................................................................................... ...... .............................. 0 1.05 ................. ........ .................................... ...... .........................:.................................. 1.00 ............................ . ................ .................................... ................................ ........................... 0.95 0. 2. 4. 6. 8. 10. SQUARE ROOT of TIME (min) Project Nome Coca—Cola Dist. Facility Project No CTY-667 Boring No B-3 Sample No ST-1 Test Dote 11/07/94 Test No : CON1 Depth 24-26 ft' Description Wet, sticky, soft gray/brown silty clay GeoTesilng Express FROM N13G TECHN I CAL 404 515 22::_::O 1594, 12-13 16: •5 14669� F. 16/20 CONSOLIDATION TEST TIME CURVES (STEP 13 OF 15) STRESS t/f tA2) 1-35 1.30 4 .......... ............. 0 1.25 ..... ............... ........... .......... 1.20 ......... . ............ ...... .. ........... ....... 10.1 100 10, 101 TIME (min) ................................ .................................................... ................................................................................. CD ............................... ..................................................................... 1.75 ........... .......... 1.?0 ..................... ...................... .................... .................................... ..................... . .. ....... .. . ......... .............. ..... ..... > .................... .................................. .................................. ................................ ........................... x.100.L2 I 2. 4. 6. B. 10. A SQUARE ROOT of TIME (min) Project Name Coco—Colo Dist. Facility Project No : GTX-667 Boring No B-3 Sample No ST-1 Test Dote : 11/07/94 Test No : CON1 Depth 24-26 ft Description Wet, sticky, soft gray/brown silty clay GeoTestling Express. FROM :Nr:.'G TECHNICAL 404 sis 22so 19'D-4, 1 '-13 1 CONSOLIDATION TEST TIME CURVE S (STEP 1 :2 OF 15) STRESS 4 t/f tA2) . -T- ........... ..................... ................. 0 .......... t: ...... . ..... .......................... ....... ........... -4 . ........... ........... 1.32 > ............ ...... . ............ ...... 1.30 1.28 10-1 10-, 100 101 TIME (rnin) 1.36 ................ .................... ..................... .............................................................. ............. 1.34 . ....................... ....... ............................................ ................... ....... ................................. .... ...... ........... ........ ................................... ..................... 1.32 ............ 1.30 ..................... ......... ....... .................................... ........ ........... I I I t 1.280. . . . 2. 4, 6. 8. 10. SQUARE ROOT of TIME (min) Project Name Coco-Colo Dist. Facility Project No GTX-667 Boring No B-3 Sample No ST-1 Test Dote 11/07/94 Test No : CON1 Depth 24-26 ft Description Wet, sticky, soft gray/brown silty cloy eoTesting Express FROM :NSG TECHNICAL 404 516 2ZE'.0 1• 15.34 #6619 P. 14/20 CONSOLIDATION TEST TIME CURVES (STEP 11 OF 15) STRESS (t/ftA 2 2)' 1.39 ............... ............. .................. ...... .... .......... O .......... . .............................. F- 1.37 C= -----------....... .3 6L—11.................. .......................... ................... .......... ...... ............ .......... 1.34 .10-2 10-1 10" 101 101 TIME (min) 7 i i r g i i r I r 4 1 1 1 1 1 1 1 1 1 ............. ...... ................................................................... ................ .......... ....... .............................. ........................................ ........ 1.37 ....................... O cr_ ............................................ ............ ................................ 1-36 .............. .................. .............................................................. ............................... 1.34 0. 2. 4. 6. 8. 10. SQUARE ROOT of TIME (min) Project Nome Coca—Colo Dist. Focility Project No CT-X-667 Boring No B-3 Sample No ST-1 Test Dote 11/07/94 Test No : CON1 Depth 24-26 ft Description Wet, sticky, soft gray/brown silty clay Geo-resting Express FIRCiM .1,4BG TECK-41CAL 404 615 7'2.='.o 15:34 #569 P. 13/20 CONSOLIDATION TEST TIME CURVES (STEP 10 OF 15) STRESS : 1 (t/ftA2) 1.41 ........ .. ............ .. ... 1.to .................. ......... . ........... 0 ............ ...... ....... ................ ...........1...... .... .. ............. ........... 1.37 ......... ....... E)GJ) A L 1� 10 102 10-1 10-1 0 10, TIME (m I n) 1.41 1.40 . ................................ ............................... ............................................................. .................... 1.39 ............................................. ........ .......................................................... ................ rz 0 1.38 ................... .............................................. ................................... ..................... .... ....... ................ ..................... 1.37 .................... .................................. .................................. 1.36 p. 2. 4. 6. SQUARE ROOT of TIME (min) J Pr 0-ect Name Coca—Colo Dist. Facility Project No : GTX-667 Boring No B-3 Sample No ST-1. Test Dote : 11/07/94 Test No : CON1 Depth 24-26 ft Description : Wet, sticky, soft gray/brown 5ifty clay J GeoTesilng Express ... ........ FROM NEG TECHN 1 404 SIS 22SO 1994t12-13 15:33 NS69P. 12/20 CONSOLIDATION TEST TIME CURVES (STEP 9 OF i 5) STRESS 0.5 (t/ftA2) .... ... .......... O ........ ........ .... ..... ......... ............... ......................... ......................... 1.37 ........ ....... ......... ...... .......................... 1.3 ............... ....... ........ . ... . .. ... 1.35 . ........ . .. ........ 10-1 10-, 10 1 01 101 TIME (min) 1.39 1 -T-T-T-T I I I 1.38 ............................. ................................ .................................... .......................... 7.................... 0 1— 1.37 ................................................................................................................................................................................... O1.36 ..............................<............ .. ... ........ .......... ............ .35 ................ . ............................... ....... ......................... ............................... ......... 1.3 0. 2. 4. 6. 8. 10. SQUARE ROOT of TIME (min) Project Nome Coco-Colo Dist. Focility Project No CTX-667 Boring No B-3 Somple No ST-1 Test Dote 11/07/94 Test No : CON1 Depth 24-26 ft: Description Wet, sticky, Soft gray/brown silty Clay GeoTesllng Express FROM :r%IBG TECHNICAL 404 SIS 2'280 195.4 1'__,-I ti CONSOLIDATION T7ST TIME CURVE'S (STEP 88 OF I t) STRESS 1 (t/f tA?' .37 O ................... ....................... .................... ..............7........- .. ............. CD ............................. .......... 1.34 ...... ...... .... 1.33 ................ ...... .... ............ ............. 10-2 10, 1.01 TIME (min) 1.37 1.36 ................... ...... ............................... ............... ................... CD .................................................................................... ................................................................ .................................................................................. 1.34 .......................... 1.33 ... .................... ....... ........... ................. ........ ............ ...... .............................. -L-J-1-1 IL-A-Al , 1.32 4, 6. 8. 10. SQUARE ROOT of TIME (min) Project Nome Coco-Colo Dist. Facility Project No GTX-667 Boring No B-3 Sample No . ST— Test Date 11/07/94 Test No : CONI Depth 24-26 ft: Description Wet, sticky, soft gray/brown silty cloy GeoTesting Express FROM :NEG TECHNICAL 404 sis 27-180 19S4, 12-1• 16:32 956S P. 10/20 CONSOLIDATION TEST TIME CURVES (STEEP 7 OF 15) STRESS 2 (OtA2) T I 1.35 .............. .... .............. .................... . ............ ....... O 7z1,34 ........ ......... ...... ................... ......... a 1.33 ............. ...... ............ .......................... 1.32 .............. ........ ........ ...... ........ ...... I IF 1.31 IQ, 10 101 TIME (min) 1.36 1.35 ............ ...................................... .............................. ..................................................... 1.34 ................................. ............................... .............................................. .................................. ct� 1.33 ............................................................................ ............... ................. ................ 1.32 . ............................. ...... ....................................................................... ........... 1.31 0. 2. 4. 6, S. 10. SQUARE ROOT of TIME .(min) Project Nome Coca—Colo Dist, Fociky Project No : GTX-667 Boring No B-3 Somple No ST-1 Test Date : 11/07/94 Test No : CON 1 Depth 24-26 ft Description Wet, sticky, soft groy/brown silty cloy Geo• esling Express FROM ble.G TECHN I CPL 404 615 22• 0 1S�34, 12-13 15:32 #669 P-09/20 CONSOLIDATION, TEST TIME CURVES (STEP OF 15) (t/ftA2� STRESS 4 1.55 in wn ............ O LOU.! 1.45 HIM 1.40 ...................... S, ................ 77 1.35 ....... HIM .1 IC-1 100 10, TIME (min) 1.50 ................................................ ......................... ............................ 0 1.45 K40 .......... .....................................I............ ............................................. .............. ....... 1,35 . ......... .............................................. I I f f 1.300 0. 5. 10, 15, 20. 25. SQUARE ROOT of TIME (min) Project Nome Coca—Colo Dist, Facility Project No CTX-667 Boring No :.8-3 Somple No : ST-11 Test Dote 11/07/94 Test No : CON I Depth 24-26 ft Description Wet, sticky, soft groy/brown silty clay GeoTesting Express FROM :NSG TECHNICAL 404 515 2 •80 I994, 12-13 15:31 N5F,79. 1`-OS/20 CONSOLIDAT ION TEST TIME CURVES (STEP 5 OF 15) S RESS (t/ftA2) I I FT 1.56 ............ ...................... ............. O ........I ...... .. ... ........ .......... 1.55 .. ............. .......... .. . ... ............ 1.53 ..... `2 0-2 10-1 101 101 101 TIME (min) 1.57 . . . 1.56 ................... ................ ...... ........................ O ............... ...... ....................... 1,55 .... ............. ................................... .......... .................. 1.54 ............. ..................................................................................................... .................. ............... .... ............................. ............................ ............ ....... ........ . ........................... 1.520.-1-1 4. SQUARE ROOT of TIME (min) Project Ncm,- Coco—Colo Dist. Fccj)lty Project No GX-667 Boring No : B-3 Somple No ST-1 Test Dote 11/07/94 Test No : CONI Depth 24-26 ft Description Wet, sticky, soft gray/brown silty cloy GeoTesting Express FROM NBG TECH!I CAL 404 SIS 22:E;0 11913411-71-13 15:31 14669,P.0-/20 CONSOLIDATION TEST TIME CURVES ;STEP 4 OF 15) .STRESS I (t/f tA2) .......... .......... ..................... ............................ ............. 1.60 0 ... .......................... .............. ...... .............. ...................... .......................... ............ ....... .... ... .................. ........... .................. .1.57 1.56 10-' 101 101 TIME (min) 1.60 7........ .................................................... .................... ..................................................................... Q 1.59 ......................................I...................... .................................................. ........... 1.58 ............................ ............... ............................................. .................................. 1.57 ................................ ............................................................... ........................ 1.56 0. 2. 4. 6. 8. 10, SQUARE ROOT of TIME (min) Project Nome Coca—Cola Dist. Facility Project No : GTX-667 Boring No B-3 Sample No ST-1 Test Date : 11/07/94 Test No : CON 1 Depth 24-26 ft Description Wet, sticky, soft gray/brown slity cloy J GeoTesting Express FROM NSG TECHN I CAL 404 sis 2280 I'DS-4, 12-1:3 is:U.I OSGS P.06/20 CONSOLIDATION TEST TIME CURVES (STEP 3 OF 15) STRESS 0.5 (t/ftA2) 1.62 T-1- ... ........... 1.61 ..... -1.60 .......... ......... .......... F_ i J ................ ........... .......... 1.59 . ....... .......... ........................ 1.57 1 10Z 0 10 '01 101 101 TIME (min) 1.62 1.61 ........... ...... ...... .................. (D ........................................................................................................ O -1.60 ........................ .......................................... .....................%.................................................................. 1.59 ............ 1.58 ................................. ....... ........... ................................... .................... ......... I I Li 1.57 0. 5. 10. 15. 20, 25. SQUARE ROOT of TIME (min) Project Name Coca—Colo Dist. Facility Project No : GTX-667 Boring No 8-3 Sample No ST-1 Test Date : 11/07/94 Test No : CON] Depth 24-26 ft Description Wet, sticky, soft gray brown silk/ cloy Geol"esting Express F ROM 1,103 TECHN I CAL 404 SIS 22;E:0 1 4 1Z-13 1 S:.-.0 45615 P.06/20 CONSOLIDATION TEST TIME CURVES, (STEP 2 OF 15) STRESS 10-25 (t/ft,**12) -7--7 ............_ _ ...,... _1,62 ............. ....... .... ........... ..................... ....... O .................. ........ ............ ....... 1.60 .......................... .......... . . ......... 1.59 1.58 10-2 100 101 101 TIME (min) 1.63 1.62 .. ........................... ......... .................... ......................... ............ 0 ......................................................... ................ ................................................................................... 1.60 ........................ ......I.......................... ................ .......... ............................. .................. 1,59 .... ............. ... ........ ........ ... ............................. 1.580. 2. 4. 6. 8. 10, SQUARE ROOT of TIME (min) Project Nome Coca—Colo Dist. Facility Project No : GTX-667 Boring No B-3 Sample No ST-1 Test Dote : 11/07/94 Test No : CONI Depth 24-26 ft Description . Wet, sticky, soft gray/brown silty clay GeoTesting Express FROM :NSG TECHNICAL 404 SIS 22SO 1 SIB 4112-13-1 I5:30 4669 01P-04/20 CONSOLIDATION'TEST TIME CURVES (STEP 1 OF 15) STRESS 0. 13 (t/ft/12) 1.64 TTT 1. r ....... ........... ... (D ............. 1.62 r...........:....... ....... .................... 6 i .......... .......................... .... .... 7 ........ ...... ................. ............ .............. ........ .... 10-1 101 10, 101 TIME (min) 1.64 .................................... ............................ 1.63 ............................ ................................ .................. r 1.62 ..................... .............. ............. .......... p 1.61 ........... ........................................... .... ....................... ......................................................................... ................................... ................................. .....................: ....................... .........................;..... ......................... .............................. 1.5 0. 4. 6. 8. 10. SQUARE ROOT of TIME (min) Project Name Coco—Colo Dist. Facility Project No GTX-667 Baring No 8-3 Sample No ST-1 Test Dote 11/07/94 Test Nc : CONI Depth 24-26 ft Description Wet, sticky, soft groy/brown silty cloy GeoTesilng Express FR0M :NlSG TEC.HN I CPL 41-1 S15 '22SO 1454• I<'-17, 1S:3.0 #SE: F'.0--',,20 Fri Nov 11 11:«7:54 1994 P49a : CONSCLIDATTCN TEST DATA Project Coca-Cola Ois;. Facility Locatian Northampton. MA Project No.: OTX-667 Boring NO.: A-3 Tacted Sy : gtt Chocked by wnm SaPIM No.: ST-1 T..t Data 11/07/94 D.Pth 21-26 Lt Te-r No. CON, Samp1• Tne: Tub♦ Sail Dc#cri;ptlon G1at, sticky. sort ;ray/bra%m silty clay Row.rk- -^- APPLIED FINAL VOID STRAI:1 FITTING COEPr:CIE1(T Or CONSOLIDATION PUSSVRE cIBpLACL�Y RATZO AT END :So T/H: (min) (t/Lt 21 (in) (x) 99•RT. LOC sa.XT. L00 AVE 1) 0.13 0.00: '-.594 0.11 0.5 C.4 1.57E-003 2.37E-003 1.97s-003 2) 0.25 0.003 1.:89 0.33 0.7 0.7 1.192.003 1.22£-oo3 1.21E-003 3) 0.50 0.008 1.576 0.81. 0.6 0.4 1.30E-003 1.94E-003 1.62E-003 4) 1.00 C.014 1.561 1.38 0.4 0.5 1.86E-003 1.65E-003 1.76E-003 5) 2.00 0.029 1.524 2.81 0.8 0.6 1.06E-003 1.29E-003 1.17E-003 6) 4.00 01110 1.317 10.90 4.7 3.8 1.55E-004 1.95E-004 1.75E-004 7) 2.00 0.107 1.322 10.58 0.3 0.0 1.98E-003 0.00E.000 1.90E-003 8) 1.00 0.101 1.339 9.96 0.9 0.9 7.380-004 7.43E-004 7.405-004 9) 0.50 0.093 1.358 9.20 2.1 2.3 3.30£-004 3.01E-004 3.15E-004 10) 1.00 0.093 1.358 9.21 0.2 O.0 3.11E-003 0.00E+000 3.11E-003 11} 2.00 0.101 :.139 9.96 0.7 0.9 9.76E-004 7.57E-OC4 8.66E-004 12) 4.00 0.121 1.:87 :1.95 1.4 1.2 4.66E-004 5.59E-004 5.22E-004 13) 8.00 0.199 1.:14 18.59 2.5 2.8 2.48E-004 2.17E-004 2.32E-004 :41 ;6.00 0.249 0.959 24.57 1.8 2.3 2.95E-004 2.29E-004 2.62E-004 :5) 32.00 0.306 0.81$ 30.10 1.4 1.8 3.21[-004 2.49E-004 2.85E-004 .r :i GeoTesling Express FROM :JqSG TECHNIICAL 404 SIS 2280 1 SIDA 1 12-13 15:29 NSE9 P.02/20 Page Nov 11 •1:27:56 :994 ccN5OL!DAT;0N TEST DATA Tacil"tv Location Northampt0n, Project No.: rTX-667 Project vat Boring No.: B-3 Tented by 9tt Checked b% Depth 24-26 et Cbt Date Test 110- : CON1 9.Mplc 'rrp,4: Tube Soil Deferi,Ci0I1 Wet- sticky. uray/bro�T. bitty clay Specific Cravily 2.75 Limit 54.7 initial Height Diameter 2.50 (in) Initial Vold Ratio 1.60 Plas"a 27.1 Sample ri,,al void Ratio 0.82 plaaticity Index 27.6 BErOFLE CONSOLIDATION ;LFTER CONSOLInXTION TRIMMINGS SPECIMEN R;Nc SPECIMEN . A:NG T&IM.MINCS CONTAINER :40. 01 RING RING CN13 WT CONTAINER • WET 30:1. (gm) 42.15 347.57 327.21 116.38 WT CON- 3011.21 301-21 90.40 .&INZA • DAY SOIL (gm) 34-55 ;!Q.39 214.62 214.62 3.87 WT CONT?-INCR (9m) 86.59 86.59 86.53 WT DAY SOIL (9m) 53,67 53.54 30.02 30.02 WATER CONTENT (X) 1.60 0.83 ...... VO:D RATIO 92.33 ------ DEGREE Or ShTVRATION (X) ------ DAY DENSITY (lb/ft-3) ------ 66.21 94.12 ------ GeoTesting Express . ...... FROM ,1480 TECHNICAL 404 SIS 2-1280 a 1S:2,� PS610 P.01/20 CONSOLIDATION TIEST SUMMARY REPORT r ..................................... ................... ......... 1.4 .......... ................... ...... ...... .......... 1.2 ....................... ....... ........... ....... ...... .......... ........................... 1.0 101 10- 10* i 0' 10 ... ...... ....... ............ ................. .. ... ................. ...... .............. .................. .................. ........ ..... ................................... ........... ....................... ................. .....................:..�.!.,........I....................... ................ ....................................... ...................... .......... .......... ..:..1...................................;.....;....:.. . .... ........ ......................... ...... ................. ... ... ................... ...... CN < .77 ............. ......... ......... ................ .... ......... .............. ...... ....... ................... ...................... ....... .......... ... ....... . . . . ................... ... ... .............................r................. .. 7...... ............ > ......... .......... . ...... ....................... ................ .. ......................... 10- IGO 101 VERTICAL STRESS (t/f tA 2) Project Nome Coca—Cola Dist. Facility Project No G'rX-667 Boring No : 8-3 Sample No ST-1 Test Dote 11/07/94 Test No : CON1 Depth 24-26 ft Description Wet, sticky, soft gray/brown silty cloy To 11 Exoress FROM r,jBG TECHN I CAL 404 51S 2280 1594, 12-13 14-05 NS6 • P.01/01 CONSOLIDATION I 7 EST SUMMARY REPORT 1. 1.4 I-T-T- ............ ............................I 1............................•1.2 ... ................ .................... ............ ....... ................-_---- _ .. _........ CD 1 ............ ............................................................................................ ............................ -e. I fit 0. 10-11 10" 101 102 '0-7 ..................t........ ........ 7 ..............4 ........ .............. ....... ............................ ................;........................ .................................... ........... ......-.............................................. ................ .................... .......... ................. ......... ....... .... .................... ......... .... ..............;.......... ..................................... ...............- CN 10-' ........ .................. ......... ...... .......... ...... ................. ....... ............................. ........ ........................................ ...........I........z :.............L ............... ........ '-�--- ......... ....I .....................:................ .... ...... ... ........................... ................. ................ ........... .......... . ........... ....................t........................... ............ ......... ............. ................. ......... .......... ................. ...... . . ............. ..... ............................ ............... ............... .. .......... ...... ...... ....... 10-4 1 1 1-IA Ll 1 101 01 101 VERTICAL STRESS (t/ftA2) Project Name Coco—Colo Dist. Facility Project No : GTX-667 Boring No 3-3 Sample No ST-1 Test Dote . 11/07/94 Test No : CON 1 Depth 24-26 ft Description Wet, sticky, soft groy/brown slity cloy GeoTesling Express FROM :N IB TECHJ I CAL 404 S15 2280 B'1 1' 4: is-1 3 1=�:50 qSE2 F. 13/13 t GeoTesting Express 10 CRAIG ROAD ACTON, MA 01720 508.635.0424 FAX 508.635.0266 November 11 , 1994 Mr. Richard P. Weber SBA Consultants, Inc. 485 Massachusetts Avenue Cambridge, MA 02139-4018 Dear Mr. Weber; Enclosed are the test results you requested on November 4, 1994. We received two tubes on November 7. The following tests were performed on tube ST-1, B-3 (24- 26 ft): one consolidation test (ASTM D2435), one Atterberg limit (ASTM D4318), and one UU triaxial test (ASTM D2850) as well as calculated the bulk density. The bulk density of the sample was 107.5 pcf (with moisture content of 54.1% this yields a dry density of 69,7 pcf). The secondary compression coefficient is 0.013 at 4 t/ft z. These samples will be retained for a period of sixty days and will then be discarded unless otherwise notified by you. Please call me directly if you have any questions or if you require any additional information. Thank you for using GeoTesting Express and we look forward to working with you on future projects. Respectfully yours; r •rf Gary T. Torosian Laboratory Manager Totally Automated Geotechnical Testing FROM :NBG TECHN I CPL 404 515 2280 1994, 1Z,-13 13.49 4552 P. 12/13 S E.A CONSULTANTS,.INC. Coca-Cola USA Distribution Facility BOR)NG NO. A-7 ' Engineers/Architects 485Massnchus,: sgvcnuc Northampton,Massachusetts PROJECT NO. 94208.01r- Cambridge,MA 02139-4018 DATE . lln194 Ground Elevation: $cc plan GROUNDWATER O$SERVATIONS Date Started: 11,'4/94 bete Finished: 11/4/94 DATF, 17EFTH CASING AT STABILIZATION TLME Driller: Environmental Drilling Lic I i;d.5a o oft at ra Miction Soil Engineer/Geologist DWF {c Depth Casing Samp Type VisualIderltifieation Ft. bUR No. p,,�n.s Depth Blows/6" SAP Strata of Soil and/or Rock Sample Note 1 1 24/17 0.5-2 15-20-18-15 u FILL 7"C0MMU _I', Brown line to coarse SAND trace 30t to tan SILT and fine SAND 5 24/0 4.5-6.5 14-19-18-17 ss 2 24/4 6.5-R.5 18-18-13-15 ss SILT Wvt brown SILT and fine SAND 9' 10 3 24/17 9.5-11.5. 9-9-15-19 "a Wet brown hne SAND trau Silt SAND 15 4 24117 14.5-16.5 8-15-16-25 ss WetRcd-brown atratif fiae to rncdium SAND trace Silt Silty 20 5 241*24 19.5-21.5 3-3-5-6 ss CLAY Wet Grcy Silty CLAY 21' 25 30 35 Notts; Portable KS,AW rod SAMPLLTYYZ PRAP0R2forsMap COPT D-Dry C.C« GlffiNC SAMPL.tA va W—WmAW Trw* 0w10% TYPE AMC u UP-U*AYUrn.d ft"t"Moir L W a 10 to I VA 10 5=m 1-34 A-Asir V-V. as-SVW4 - 60.. 201*101A KAXWMWGT(LB) >00 140 ur-t1WMNrtw T►w.-u A.A 70 w"% +sAMtfLR)A1-r. 24 30 FROM f',)5i3 TEC=HNICAL 404 Sis 2280 159-4 12-1Z I 4S #Selz P. 11/13 S E A CONSULTANTS,INC. Coca-Cola USA Distribution Facility I BORING NO, A-6 Engineers 1 Anhitccts Northampton, Massachusetts 485 Massachusetts Avcnuc PROJECT NO. Cambriduc,MA 02138-401 a DATE : 1317/94 Ground Elevation: $cc pjpn GROUNDWATER OBSERVATIONS DAWSWU& 11/4/94 DatcFinishcd: 11/4194 DATE DEFTE CASRqG AT STABILLZATION TIME Drdirr-. Environmental Drilling Inc 11141,514 6' out completion SOU Engineer C-cologist DWF Depth Casixig Sample Type Visual Identification Ft. bVft NO. P./R. nth Blows/6* S4mP Strata of Soil and/or Rock Sample Note 1 1 24/17 0.5-2 7.17-18-7 33 Fff-L 7"Concrete,6"brown fine to coarse SAND tract Silt to _8'_ brown SILT and fine SAND 5 2 24113 4.5-6.5 R-12-15-16 33 Wd brown SILT some tint Sand SILT 10 3 24/13 9.5-11.5 8-10-11-15 ss Wct Tan SILT and fin;SAND 15 20 25 30 35 Notes: Portable Rig,ANVrod $AWLZTWL PX0?0;tr0NS L)FXD CAI 40 AAAfFLEK coax D-Dry C-C&,dd W-W-4.4 Tn- 01619% Tyr& -YX V? umdumrw p6tw SOMOW U490 ;')4.20% ED SIZE am l an A-A"*, Y-Vam $6-44t6" 6- 10t.351A- KAMM K WGT(L 8) 300 140 VT-Uwlskv Tb4swed AM 31 W KAKHZR J'ALL(IM 14 35 FRCjM INBG TEC=HNICAL 404 51S 22_O 119-5-4112-13 13 4:= #562 P. 10/13 OFs � S E A CONSULTANTS,INC. Coca-Cola USA Distribution Facility )BORING N0. A-5 Euginccrs/Architects Northampton, Massachusetts 485 Massachu8ctts Avenue PROJECT No. 94208.01C Cambridge,MA 02139-4018 DATE • 11/7/94 Ground Elevation; see ply GROUNDWATER OBSERVATIONS Date Startcd; 11/3/94 Date Finished: 11/3/94 DATE DEPTH CASING AT STABILIZATION TIIbM DriUer. Environmental Drilling Inc 11/3194 6.9 oue ucOMP14601% Soil Enginxr/Gcoiogist; DWF Samplc Depth C"ng Type Visualldcntification Ft bl/tt No, Depth Blows/6" SamP Strata of Soil and/or Rock Sample Note 1 1 24/24 0.5-2 14-21-20-19 ss 6"Conerrte,14"brown fine to medium SAND traca Silt to brown SILT and fine SAND 5 2 24/5 4.5-6.5 10-13-14-12 ss Wet brown fine SAND trees Silt SAND 10 3 24/23 9-11 2.3.6.8 ss Wet rcd-brown to m stratified fine to medium SAND trace Silt 15 4 24/24 14-16 2-2-3-4 ss Same as S-3(top 6")then changing to Wet QTry Silty CLAY Silty CLAY 20 5 24/24 19-21 2-2-2.2 ss Wet Omy Silty CLAY 21' 25 30 35 Notes; L& LI TYPE ►aoPOtlT10NS lraco CASING SAMPLER CORE P-Drr c-c«.d w-w..M4 T.... 0L.10% UP.u wwbe.a P%4..S-�.. wul. 10,.20 4 ID am -rl 4 ID 6II1<(S!!I 1Jfl .. A-Aerr V-Vu. i5—iPUl A" S. 201a 35% t(AMM ER WQT(;,)1) 400 140 yr-U%4%6%6.d Tll.w.0 A.d 35 a 59% HAMo TA TALL ON) 24 30 FRI-01-1 c r,1BGj TECHNI CAL 404 515 22'---'0 3 13-48 4562 P.09/13 SE A CONSULTAIN'TS,INC. Coca-Cola USA Distribution Facilin" A-4 F-n&cxm/Architects Nofthampton, Massachusetts 485 MiassachuuM Avenue PROJECT NO. 94208.010 Cambridge,MA 02138-40 18 [��DATE: linl94 Ground Elevation: see plan GROUNDWATER OBSERVATIONS Date Started: 1L`3/94 Date Finished: 1 L/3/94 DATE DEPTH CA.SlJNG,.kT STAJIMIZATION TIMX Driller: F-nvir0nmcnWDdUin9In0 11/7/94 6XI Cut it CoMpIction Soil Engineer i GCOloghT, DWF Depth Casing Sample Type' usual Identification Ft. bVft No. ),./R. 1).--pth Blows/6" SaMP Strata QfSoU and/or Rock Sample Note I I 24/20 0-2 12.17-20-17 3s SAND 6"Concrete,brown fine to medium SAND trace Silt 2 24/72 2-4 7-8-8-9 S3 Sandy Tan SILT and fine SAND SILT 5 3 24/24 4.6 10-10-9-9 S5 —4'— Wet Tan fine SAND trace Silt SAND 4 24a4 6-8 8-8-8-6 ss —8'— Wet Rut-brown stratified fine to medium SAND Etdc Silt 10 15 20 25 30 35 Notc-l!: SAWL9771TE YROP91tTIONS Usto CA-Mc SAACUlt CORI D-Zvy C-Cmed W-W-444 Tr OWIVA TY79 VP•UsAlowbod PbA—5—p4r LJUL. 10*o20% ID S=(V) 1-14 A-Afor V-V*@9 SS-501(Stwe U09 241.3MA KAxhU:RWCr(LB) 140 VT-U*4kwt"Ttivwsit A&A IS4.$0% HAMAcM FALL(1* FROM :N13G TECHN I CAL 414 515 2280 1994, 12-13 13'47 44s6° S E.A CONSULTANTS,INC. ' Coca-Cola USA Distribution]~acihty BORII GNO. A-3 Enginxrs/Aretutects Northampton,435 Massachuxctts Avenue Massachusetts 7'ROJECT PTO. o�zoa.alc _ Cambridge,h4.A 02138-4018 DATE: iIn/94 Ground Elcvatson: >ao plan GROUNDWATER OBSERVATIONS Date Startcd: 11,'3/94 17atc Finished: 11/33/94 DATE DEPTH CASTING AT STABILIZATION T51E Driller, EnvironntcnW Dll llrlgInc Dry Ole accptiyktirn Soil:Enginccr/Geologist DAT Sample Depth. Casing Type Visual Identification Ft. bVft No. 0.e/ Depth Blows/6" SamP Strata of Soil and/or Rock Sample Note 1 1 24120 0-2 1-3-6-6 35 Brown SILT some Grit SAND,topsoil 2 2410 2.4 3-5-7-7 ss SILT Tan SILT some tine Sand 5 3 24!4 4-6 5 9-9-11 I 5s _6'_ Tan fine SAND little Silt 10 15 20 25 30 35 Notcs: sAMPUTYPt fROMATIO45 VELD CASING sAMYR.R:R CORE D•Dry. C-C" W-W.44 Trr.cu Die I0% VTR VNNMrb*4 Hr�A-0- U W. 10 W20% ID SIZE y A-A.t.r V-V... sa-a0ljiq... 5... 20%.35-K IDMK(IN) 7J0 UT-U.r4aMA Tbie-ow Ard JS to 50% HAMNCRFAL (LB) 110 }SAMMLA FALL Pm 30 FROM rjSG TECHN I CPL 404 615 2280 1,994, 1'2-13 13:47 9562 P.07/13 SY R �Ms �iPROYR-,UTP4 S E A CONSTJLTANTS,INC. Coca-Cola USA Distribution Facility B 0 RLN G N0. A-2 Enginmn/Architccts Northampton, Massachusetts 485 Massachusetts Avcnuc PROTECT NO. 94208.01C Cambridge,MA 02139-4018 DATE : 1117/94 Ground Elevation: we plan GROUNDWATER O)ISERVATIONS Date Started: I1;3/94 Date Finished: 113/94 DAT F, DEPTH CAUNG AT STABILIZATION T= DriUcr. Environmental Drilling Inc WIN Dry out at cawpl4on Soil Engineer CM0108ist; DV;F Depth Casing Sample Type Visual Identification Ft. hl/ft No. P—/A— r.,--pth 61- Ssmp Strata of Soil and/or hock Sample Note 1 1 24120 0-2 1-5-9-10 ss Brown SILT and finc.SAND,topsoil SILT 2 2410 2-4 6-7-8-9 ss Tan SILT little fine Sand 5 3 24/4 4-6 8-9-10-13 $3 —6'— Tan fine SAND and SILT to 15 20 25 30 35 Notes; SAMPLE TYPZ PROPORTIONS USta CASING SAMPLER CORX P•D'ry C-CWV4 W-webb" 7r.n 41610% TYPK *6 UP-U.Ae.Aw F%i—I—PA-f L,tw 14"30% ID 4=M 1-3/t A,-AQW V-We* as-5014 go-" s— la l.55% HAWaILWOT(LU) 140 trr-U"Imarbed Th1w0.11 A94 7 sw" XkM'KxKYALI-(I-'r) J FP.0M NB3 TECHNICAL 404 515 22'EtO 1 12-1 1::_4 • 95612 P.0(6✓13 ............. TE 19, S E A CONSULTANTS,INC. Coca-Cola U,SA Distribution Facility BORD GNO. A-1 Enginom iArchilccts NorLhampton,Ma5sachusetts 485 Massachusetts Avenue PROJECT NO. 94208.01G C&rnb6dgc.MA02139_W1 H DATE: 11f7f94 Ground Elevation: see plan GROUNDWATER OBSERVATIONS Date SuTtOd: 11!3!94 Date Finished: 11/3/94 DATE DEPTH CASING AT STABILIZATION TWE DIU— Environmental Drilling Inc 1113194 r-Y out 84 cmplclion Soil Engineer I Geologist: DWF —1 Dcptli Cuing Samplc — Type Visual ldcntiLcation FL bVft No. Pmipt Depth Blows 16' SamP Strata o(Soil and I or Rock SAmpic Note 1 1 24120 0-2 1-3-2-2 SS Brown SILT and fine SAND,organics,topsoil 2 24/0 2'-4 5-7-6-8 S3 SILT Tan SILT HIAlt fine Sand 5 3 24A 4-6 5-7-7-9 Ss Tan SMT and finc,SAND 10 20 25 30 35 NQtq4; WOU ME ?K0P0Kr10NSU36D CAMG Lj-kWLXFE CORE D-Dry C-C-4 W-W-OR4 T_ 0 W 1&1A TYPE VP-U"60ftr0o0 rut"360piw teal. 101020% ID=Z ON) ssn A-A.,w V.Vow "-694k4— Se.. :04)7% UAmMIM wGT(L1j) 140 Usdiourbea Thlav" A.A 35 to 50% KAMMLA TALL(IN) 30 MWMNNPNNWMMNW�______ FROM NSG TECHN I CAL AOA 515 22 45 456 1 2 P.05/13 Aso zap .......... t t x T t` S E A CONSULTANTS,INC. Coca-Cola USA Distribution Facility BORING NO. B-8 Enginocri/AjuUocts Northampton,Massachusetts 485 Massachusetts Avcnue PROJECT NO. Cambridge,24A 02139-4018 DATE: 1113194 Ground Elcvadon: me plan GROUNDWATER OBSERVATIONS Date Swiv4; 11:/94 Date Finished: 11/2/94 DATE DEPTH CASING AT ST"ILIZATION TM Dfiltr T_nvironrncnWDriflinl;Inc Soil EnSin=1C=olojpsr Rpw Depth Caging SAMPIC Type Visual Identification R bVft yo. p.iR— Dcpth Blows/61 Saml? Strata of Soil and or Rock Sample Note 40 9 24/24 39-Al woh/12'-2-2 35 G=y Silty CLAY 45 50 10 2424 49-51 wolV12%2-1 ss Silty Qm-y Silty CLAY CLAY 55 60 11 2424 59-61 woh/12"-2-3 is Gjzy Silty CLAY _611 65 NOW$; AAMPLE.rM FROpoknQKS vsrD CA61MC UWLEK CORK D'9h7 C-C"W W-XV466" Yroo 0W)&% TYPE 4"An-Tj i..ptrr utdo IO&G21% 11)%=(UN) A-Ampr V-Vo" "'SPUESP-9 144" 101.77K MAXGAU WOT(LO) 60 440 UT-ubumpb4d TUAw.11 Ad 33 tm 301A mAmAtxR rALL.(TK) 21 30 -1-1 -,:.4s 9562 P.04/13 FROM :NBG TECHNICPL 404 sis 221--:0 12 - ... ........ ........... 5 E A CONSULTA'N'TS,INC. BORD�G NO.�aa Distribution Engineers/Architects Northampton, Massachuseas 485 Massachusetts Avenuc PROJECT NO. 94208.01G Cambridge,NIA 02139-4018 DATE : 1)/'3/94 QTQund Elevation: see plan GROUNDWATER ORSERVAITONS Date Started: 1',,-'!-'94 - Date Finished 11f2/94 DATE DEPTH CASLNGAT STABILIZATION TUAR ):)'Ucr-. Environmcntal Drilling Inc I I IIJ54 8 OUE QL mmPICdom SodEnSinccr/Gc,ologist: Rpw A Depth Using sampic Type yrjSUaj ldcntifloation Ft. bVft No. Depth Blows/6' SamP Strata of Soil and/or Rock Sample Note 1 1 24/18 0-2 2.2-3-5 33 6"Topsoil,9"Tan fine to medium SAND trace Silt to Tan SILT 5 2 24124 4-6 4-8-8-9 SS Sandy Tun to gray SILT and fine RA'-"TD SILT 81 10 3 24/24 9-11 4.5-5-8 35 Wet Tan fine SAND and SILT SAND 15 4 24/24 14-16 10-10-1140 33 Wet Tan SILT to gray Clayey SILT -15.5'- 20 5 24/24 19-21 1-2-1-2 S8 Grey Sary CLkY 25 6 24/24 24-26 woh/12"-3-2 53 Grey Silty CLAY Silty CLAY 30 7 24/24 29-31 wQh/12"-1-2 33 Grey Silty CLAY 35 & 24P-4 34-36 woh/12%21-1 S3 Orry Silty CLAY Notre: SAMPLCTYPL FROPO0.n014S USED CASWC SAMFL.X;L COKE V-Dry C-cw..4 W-W-4-d T— QW10% Tyrz 4"An"Tj V?-Voftwrt-M P6w&-*plw Uwk 10 L00% N)3=Orr) IJA A-Ayer V-V464 65-6PW(SV*" $004 ;0 Le 351A RA I MMrRwGT(LI) 600 10 r-Uadbtm-b4 TWw-" A-d 1!1&30% KAMMER TALL 0.-0 16 76 FROM :N>=G TECHNICAL 404 515 2280 1'+'+4, 1 -1 a 1.3:44 #S62 P.03/13. F TT �r i L> S E A CONSULTANTS,INC. ; Coca-Cola USA Distribution Facility BORD�G N0. B-7 Enginccrs!Architccts Northampton,Massachusetts r- 4185 Massachusetts Avenue PR0.T1=N0. 94208.01G Cambridge,:SSA 02134-4018 DATE : 11/7/94 Ground Elevation: stc pian GROUNDWATER OBSERV.4MNS Data StaAcd; 11,'3;94 Date Finishcd: 11/x!94 DATE DF,PTH CASING AT STABILIZATION TIME Driller, Environmental Drilling Inc 1:r3'9a 3.0 cue u compluim Soil Engineer/Geologist DvT Depth Casing Sample T}pe Visual Identification Ft. bVft No, P./P. Depth Blows/6" Samp Strata or Soil and/or Rock Sample Note l 1 24/24 0-2 2.34-6 ss Dark Brown fine SAND and SILT,organics,(Topsoil) Sandy SILT 5 2 24/24 4-6 3-4-5-9 ss Tan SILT and fine SAND 9' 10 3 24/24 9-11 3-5-8-9 ss Wct Tan Fnc SAND trace Silt SAND 15 4 2424 14- 16 wor/5%4.10- ss Wet Rrcd-brown stratified fine SAND tract Silt 12 Silty Wet Red brown stratified fine SAND trace Silt 20 5 24/24 19-21 4-7-9-11 ss CLAY to Grey Silty CLAY 21' 25 30 35 Notes: S.l�ty h■mmer.NW rod $AMPLL TYPO rnorORnons usKD CASUIC SAMPLER COAZ D-my C-cuW W-W-►.d T. 0 u1&% TYP[ 41j^A 61 UP-USd6ms.e PYw L—PlAr LJu4 10 L.2&V. ID 7a t(Ln 1-3m A•A.rr, V-V.9. $$-&0abp... 34s4 20 i.)5% )LAMMCRWGr(LB) 14a Ur-U9d6arwdTll.wB Ad .1Suso% HAMMLRTALL(IM as FROM :NE-13 TECHNICRL 414 S1S 2280 .4 4 #56.2 P.02/13 S EA CONSULTA:'STS, INC. Coca-Cola USA Distribution Faciliry BORING NO. 13-6 L•nginccrL/Architacts Northampton, Massachusetts 485 Massachusetts Avenue P PROJE CT NO, 942os.olo Cambridge,MA 02139-4018 DATE ; 1117/94 Ground Elevation: sea plan OROUNDWAIUR OBSERVATYONS Date Started: 11/3/94 Date Finished: 11/3x'94 DATE DEPTH CASING AT SUMMATION TIME Driller. Environmental Drilling Inc I M/94 7.s' uvl etcempledon Soil Engineer/GwlOgist: DWF Depth Casing Stutlplc Type VisualIdentitication Ft. bl/ft No. P_IR_ Depth Blows 16" Samp Strata of Soil and/or Rock Sample Note 1 1 2424 0-2 2.2-4-5 33 Topsoil 5 2 24/x4 4-6 2-3-3.7 ss Sandy Top 18"Brown SILT and fine Sand to grey SILT and SILT fin.SAND 10 3 2424 9-I 1 10-10.10-10 Ss StratiLed Red brown to grey fine to medium SAND trace SILT(alternating layers—3 cm) SAND 15 4 24/24 14.16 5-84-9 ss Wet similar to S-3(18")to grey SILT little fine Sand 15.5' 20 5 2424 19-21 2.3-2-4 ss Wet Grey Silty CLAY Silty CLAY 25 U1 24/19 24-26 Push UT 6 2424 26-28 1-2-2-2 ss Wet Grey Silty CLAY 28'_ 30 35 Notes: Safety Hammer,NW rod SAMPLitrfPE rROro¢rtons USED • CASINO SAa/rLLA CDRZ a-Dry C-c-r.+ w-W....4 TrM OwIVA Ty?E 4J3"A ur-Uw4wismo ruwe 94"r uw. 10 w 301 ID s¢E(2;t) 1Jrt A-Ayw V-V4« LS-apYtapM Lr 20w331A HAMMERWM") 140 Vr-1.104bw b rll.-.It AM 35 to J^ HAMMERFALLpnI 10 FRAM NBG TECHN I CAL 404 515 22 SO 19'34, 1'2-13 1:3:43 #562 P.01/13 .................... SIM, ....... BO S EA CONSULTANTS,LNC. Coca-Cola USA Distribution Facility EORD G]N'0. EnginccTz/Archiwcts Northampton, 1'yfassachusem 485MassachuscmAvcnue PROJECT NO. 94208.016 C&mbddgc,.%fA 02139-4018 DATE : 11/7194 GTound Elcvatic,n: see pj&n GROUNDWATER OBSERVATIONS DAtc SW%r4- 11/3194 Datc Finishvd: 11;3r94 DATE DEyTjj CASINGAT STABILIZANION TL ME Drill= FnVironment&I I:)6Ifing Inc 11/3/94 31 0I.L1 &L compictiort Soil Engineer crcologist: Dv'T Depth Casing SamplC Typc Visual Identification FL bVft No. N. x. Depth Blows/6" S&MP SL-ata of Soil and/or Rock Sample Note 1 1 24,*24 0-2 3-5.5-6 ss Brown SILT and Fine SAND 5 2 24124 4-6 4-6-7-10 35 Tan SILT and fine SAND Sandy SILT 10 3 24124 9- 11 3-3-4-5 Ss Wet Rai-brown Lnc to medium stratified SAND U=Silt 15 4 24/24 14-16 8-11-17.15 Ss Wet grey Silty CLAY Silty CLAY 20 5 24/24 19-21 2-4-5-5 ss Wet Grcy Silty CLAY 30 35 Notes. SafacY H--,NW rod &AMFLZ TVFr PROPORInoms USZI) Cws11'v SAMPLML CORE D-Dry C-Cored W-Ww&4 Trwe 0 L4 lov. Typt 4.LS"A UP-Ul4W.WbO4 1%1"Umv4pr LIUM 10 L410% ID 5=px) A-Ampr V-VoeG S6-61*14— S"" 20w)s% KkMMM�yCrr(1LG) Uadb4orbod TWev" A." )5 to 50% KAMMXKrAL.L(IN) FROM :N G TECHN I CAL 404 515 2'80 11919-4112-1-13 13 41 9661 P. 1S/15 r s VEST 13Q �LG s 1 .� x; y ' S E A CONSULTAI TS, ZNC. Coca-Cola USA Distribution Facility BORING NO. 8-4 Engineers/Arehittm Northampton, ?'tlssachusetts 485 Massachusetts Avcnuc PROJECT NO. 94208.oIG Cambridge,Iv"02139-4018 DATE : iim94 Ground Elevation: see plan GROUNDWATER 013SLRVA77ONS Date Stalled: 11,13/94 Date Finished: 11/3,194 DATE DEMI CASING AT STABILIZATION TWE Driller: Environmental Di illing Inc )v3isa 8 out a completion Soil Enginocr!Goologist DWF Depth Casing Sample Type Visual ldcntiLcation Ft. bllft No, P.e i A.e Depth Blows/6^ sip Strata of Soil and/or Rock Samplc Note 1 1 24,24 0.2 3.9-11-12 53 _4"_ Topsoil(4")to tart SILT and Fine SANA 5 2 2.9/24 4-6 3-8-10-9 ss Tan SILT and fine SAND Sandy SILT 10 3 24/24 9- 11 8-9-10-12 ss Wet Grcy-brown SILT and fine SAND 12.5' SAND 15 4 24/24 14-16 wor/6"-5-7- ss Wet Rod-brown line to medium stratified SAND trace Silt I1 Silty 20 5 241"24 19-21 2-2-3-3 ss CLAY Piet Orcy Silty CLAY 21' 25 30 35 NOV.-3: Sefory Harllmor,NW rag 1AIMPL9TYPL PROPORTIopslAeD CAMMG SAMPLCR CORI v-D" C-Cerw W-WWI T— 0b10% n'PL 413"A UP-UedbuiMd%y■09Mw Uu4 10 L.10% A-A4W V-wsM "-hat 4— ae.. 10&&11% ttAMbU rp 1�0 VT-u"Marbed Wawa Awe 11 u S0% luuxza PALL O ) 3 0 HA>`Q$AfALL prt) )0 FROM :NBG TEI_hiN I CPL 404 S1S 2250 IS-3-4, 12-13 13:41 4561 P. 14/15 .5 J � S E A CONSULT_3,I�'TS,IttC. � Coca-Cola L'SA Distribution Facility ����NO- �-3 l Engineers i,4rchit�ccts 485 Massachusena Avcnue Not-[hampton, Massachusetts PROJECT No . 94203.01 C, Cambridgc,MA 02139.4018 DATE : 11/7194 Ground Elevation; sec plan GROUNDWATER OBSERVATIONS Date Started: 11:3194 Date kinishcd: 1113/94 DATE , DEPTH CASING AT STABILIZATION TLMZ Driller Environmcntel Drilling Inc 1113194 7 out atcomptet"gn Soil Pnginccr/Gcolcgist DWF Semple �0i wing Type V)sualldentifcation FL bVft No. ?./A. Depth Blows/6" Samp Svata of Soil and/or Rock Sample Note 1 1 24/24 0-2 3-4-6-9 Ss _8 Dark brawn SILT and fine Sand(topsoil) 5 2 2 4 7 2 4 4-6 5-7-10.10 ss Grey brown SILT and fine Sand Sandy S1I,T 10 3 24/24 9.11 4-8-9-15 ss We(Gtcy-brown SILT and fine SAND 12.5' SAND 15 4 24,24 14-16 6.14-13-18 ss Wct Red-brown fine to medium SAND trace SJt 20 5 24(14 19-21 2-3-2.3 ss silty We Grcy Silty CLAY CLAY 25 U1 24/24 24-26 Push UT 6 24!24 26-29 1-2-2-1 ss Wct GTcy Silty CLAY 28' 30 35 Notice: Safety Harr .Mcr.NW rod 4AM71'.9 TM PROfoirnw into CASTTOC 3AMrUIk CORK o-Prr C-Coed w-w..►.d T.o ewiex TYPE US"A w g 1!P-Uwewre.drsr..l+w+.• UWe ieb)o,c iDSi i.its A-A&4.e v-v,ee b -4Mtap--9 3err. 20 L4 J)% KAMMERwcr(LB) iso Ur-VRd4MeM4 r\I.w-U A-d ))9430% HAMMER rA I,11Y) )0 FROM NSG TECHN I CAL 404 516 22GZI 4 12-13 13:40 #561 P. 13/15 S E A CONSULTANTS,INC. i B ONG NO. B-2 oca- oa isriuion alt� Zngine.eM 1 Axchit=ts Northampton, Massachusats 1 495 Nfasuchwsots AVCnUc PR On CT NO. 9420&01C Cambridge,MA 02139-4018 DATE : 11/7/94 GTound Elcyation: scc plan GROU"WATER OBSERVATIONS Date Started: 1 IP3194 Data F'ni3hcd; 1113194 BATE DF-PTH CASING AT STABIL=TIOM TIME Drills: Environmental Drilling Inc 11131,94 9.5• ovl as WMPICtion Soil Enginc-cr Geologist DWF Depth Cuing SaMPIC Type VisuAl Identification R. bl/ft No. Depth Blows/6 S&mP Strata of Soil and/or Rock Sample Note 1 1 24/23 0.2 4-18-9-6 $3 Top- Dark btown SMT and fine Sand(topsoil) Soil _4'_ 5 2 24t24 4-6 6-io-io.q SS Topsoil changing to tan SMT and finc Sand Sandy S)LT 10 3 24/2.2 9- 11 5-9-10-12 3S Wet Tan SILT and fine SAND 15 4 24/24 14-16 5-7-12-8 ss SAND Wct Red-brown fine to medium SAND tr=4 Silt -18, Silty Wet CTM Silty CLAY 20 5 24/24 19-21 woh/I2"-2-1 ss CLAY 1 _ _ 25 30 35 Notc-3, 3&r6tyHw=vr,NWrod SAW9.19TYPE Ppz?,oKnom v3ro CA11140 SAMPLER CQPZ D-DIT C-cww W-WaLbod Tr", 0i.10% TYPE 445S"A U UP..U00"arb"Put"afts#6' 4lu1. 10 to 201A ID 117,9(11U I-M A-At"r V-V.- &S IVU4 Sp— S-4 10 W IVA K*.MM ER Wo-r(LV) 144 UT-.Vdh4arb.W Tbla-mw Ad 15 w 50A HAM,*=JrALL0K) 30 FROM :NSG TECHNICAL 404 515 22:=0 1'D'i4, 12-13 13:40 4561 P. 12/15 S E A CONSULTANTS,INC. Coca-Cola Coca-Cola'(.;SA Distribution Facility BORDgG NO Enginars/Arehitxts Northampton,, Massachusetts PROJECT 1's4-0. Crunbridge,NfA 02139-4018 DATE Ground Elevation; s«plan GROUNDWATER OBSERVATIONS Date Started: 1 1,294 Date Finished: 11/2194 DATE DEPTH CASING AT STABILMATION TM Driller. Environmental Drilling Tie Soil Engincer!Geologist: RpW Depth Casing Sample YPc Visual Identification Ft. bl/& No. ?W/R. Depth Blows 16" Samp Strata of Soil and/or Rock Sample Note 40 9 24!74 39-41 wohJ12" 2 ss Grey Silty CLAY 45 50 10 24/24 49-51 woh/12"-3-3 Ss Sil ty Grey Silty CLAY CLAY 55 60 11 24t24 59-61 woh/12"-3-2 ss Grey Silty CLAY 61' / 65 Notes: AAM?LL l rrc rwroattors u[D WINO SAMPLER COAL D-Dry C-Cr.e W Wg4bd Irv" 0,.7014 LT-uwi wbw Piet.E..p1w uw. 70 1.701% to stZS([M �Jn A-.uwr V-V... sa-svutsvo.. s.« 204.31% HAkkL0.WGT(LB) .o0 340 UT-u.ar,.r&.t TU..%l1 A.. 3144 WA KAAa fAJ.L(LN) 7 t 7a FROM :Na3 TECHNICAL 414 S1S 2280 19,34, 12-13 13:15 #SS1 P. 11/15 s .<.>..>: s�U �y x ` S E A CONSULTA—N"TS,INC• Coca-Cola USA Distribution Facility -BOR)2 G NO. B-1 Engineers I Aruhitccts 485 Massachusetts Avcnuc Northampton, Massachusetts Ctunbridgc,'�fA 02139.4018 PROJECT NO. 9azus.otc BATE. 11W94 Ground Elevation: ycc plan GROUNDWATER OBSERVATIONS Date Started: l 1i2194 Date Finished: 1112194 DATE DEPTH CASINr-AT STABILIZATION Tr.*4E DriUct. Environmental Drilling Inc 11'11V-i 10 out .e comPld;on Soil Engineer/Geologist; RpW Samp{c �2th Casing Sample VisualIdentifcation FL bVft No, Depth Blows/6" S&mP Strata of Soil and/or hock Sample Note 1 1 24118 0.2 4.5.3-5 ss 6"Topsoil,9"Brown L-ne to medium SAND trace Silt to Gray SILT and fine SAND 5 2 24x4 5-7 7-14-15.18 53 Sandy Tan to gray SILT and fine SAND SILT 10 3 24P.4 10-12 5-&8-9 ss Wct Tan SILT and fine SAND 13' 15 4 24(24 15-17 5-10-12-13 ss Wet Tan 6ne SAND and SILT SAND 20 5 24/24 20-22 2-2-2-2 ss _191_ Grey Silty CLAY 25 6 240.4 24.26 woh/12"-3.4 Ss Grey Silty CLAY Silty CLAY 30 7 24/24 29-31 woh/12"-2-2 ss Grey Silty CLAY 35 9 24/24 34-36 woh/12"-2-2 as Grsy Silty CLAY Notes: SAMPLY M9 PRopownoms Uat{o CAStlto SAMPLLA Coaz D-Dry c-Care w-w-J-4 Tnn o y I VA TYPE 1-AA-Tl .. UP.t)-41M-rb-4 Fbt--i-.44V Ulu$ 10 b 7oY A-Aar V-Vu- sS-441t3p-w S-"r 20taW/6 1J4 }(AMLMZA WG't(LB) 400 110 Ur-UW W-rbW T1t►.-11 A-4 33 i-$^ )IMaAT10k TALL(Itt) 24 30 FROM :NBG TECHN I CAL. 404 515 2280 19S4112-13 13:3'B US61 P. 10/is S A = :��suitan►a :��. Mr. Don David :::icncev£�Cinesnnorarcn(eaurCoca-Cola USA, Northampton, MA Page 9 `��#st�tot�p�.,(;oesideratiotu Groundwater was measured at a depth of at least 7.5 ft below depth, even considering a seasonal variation groundwater is surface, At this not expected to be encountered during construction based on our understanding of the project. ftrface runoff can be handled using conventional Pumping methods if necessary. The surface soils at the site consist of sandy silt to silty sand. ecause of the fine- grained nature of these sots this material is expected to be difficult to work with if wet or d" 'iaa wing All excavations into this material should be protected from g, efs�re, consideration should be given to the sequence of excavating for footings and casting the concrete. If the soil becomes wet, it will be difficult to dry during the winter and the material may become soft and unworkable. Therefore, it is recommended that th �kwa at of LL Contipacted'sar d•gravel plat ti at the bottom of the ext:2vation.' This material is expected to provide a firm working surface that can be drained should rainfall or snow accumulate in the excavation. q recommended thaty a construction contingency re provided in the budget for woiF S, Consideration should also be given to separating the existing building from the proposed addition to mitigate the potential effect of differential settlement between the two Sttu dares. ARMCIPATION DURING CONSTRUCTION; We are available to provide technical assistance during construction, especially if questions arise in the field. We are pleased to have this opportunity to assist. If you have any questions, please call. V;SE ry u ul yours, A C SUL ANT INC. Richard P. Weber, P.E. LU(PlUKISVtORT8HAM1C0}C�RPT Printed on Recycled Paper FROM NBG TECH!I CRL 404 SIS 2280 1994, 12-13 13:3-8 #561 P.09/15 .3 2 Mr. Don David '7.�;or--t! E!Iqi,leoflne)iArcnitecxur Coca-Cola USA, Northampton, MA Page 8 The recommended sand-gravel and structural fill material sball be well-graded between the following limits: Sand-Gravel Snctural Fill Sieve Size Percent Passing Percent Passing 4" 100 1/2 50-85 No. 4 40-75 100 No. 10 30-60 30-95 No. 40 10-35 10-70 No. 100 5-20 No. 200 2-10 0-15 For sand-gravel, the amount passing the No. 100 sieve should be between 40% and 70% of that amount which passes the No. 40 sieve. The proposed site, which is a Coca-Cola distribution facility, will experience truck traffic. Therefore, the recommended pavement section takdinto consideration truck' tuffic. The subgrade soils, which consist of sandy silt are considered susceptible to frost heaves and softening during freeze-thaw cycles. To proveot frost heaves, all fr- t susceptible tb3tefiat witbi4 4 ft of tbe,pavement surface should be real isvirAdly not gonsidifed"bUse" 0 41, t4A dW, AS"aii* of material be removed from elow the pavement surface and constru ' " .� The recommended pavement section follows, which may require cutting depending on pavement final grades: Bituminous Surface Course X1.5" Bituminous Binder Course Sand-Gravel Base Course oil Structural Fill Subbase 0 Sand-Gravel material can be used iia place of structural fill. The bituminous material is pavement specified in the Mwsachusems Highway Department Standard Specifi ations for HiZhwU5 and Bridges. Primed on Aec)cjea Paper FRCIM :NEG TECHP-4 I CAL 404 SIS 2280 19. 4, 12-1 13:3'---' 9SE-1 P.08/15 ::�nsuirants Mr. Don David 'Coca-Cola USA, Northampton, MA Page 7 Seismic Conditions The Massachusetts State Building_ requires an assessment of soils for seismic considerations. Based upon the results of our studies, given the cohesive nature of the SODS, the site is not consider 04. thick deposit of soft clay, I�Qwgver, because of the WN S3 and the rec6minetw'id ScUnuic coeffici ZLE (S) i3 1.5. Slab The surface soil conditions at this site are considered suitable for the support of a slab on grade. Settlement issues have been discussed above. Long-term settlement may cause minor cosmetic cracking of the slab. The altemative to this would be to construct a pile supported building and slab which, in our opinion, is not warranted. Materials Fill at the site can consist of both granular (structural) fill and sand-gravel fill. The sand-gravel fill as specified herein is recommended for use as a 6-inch base course material lying directly below the slab and bitatiinous pavement. Stluctural fill is recommended•for use for all other fill required below the base course within the building footprint and pavement areas. Sand-gravel material can also be used in place of structural fill. Material excavated On site which consists primarily of sandy silt is not acceptable for reuse as structural fill. Because of the fine-grained nature of the soil, it will be difficult to work and compact, especially if wet or during cold weather. The material can, however, be used as general landscape fill where quality material and compaction is not required. All fill that is placed within the building footprint area and below the pavement should be compacted to at least 5% e maximum A_ mined in accordance with ASTM D1557. The.contractor qhrmirl rnnL-n _LA testing laboratoU to bS_PZ=t on i to C ga"LZ& rmuired field tinnsit determine the degree of compaction_aqgjn� e-0 _v tests and nojeco:amended gradation for the materials are presented below. The material should consist or'naturally occurring soil free of loam, organics, clay, debris, snow, ice and frozen material. The material should come from acceptable sources and borrow pits that can produce sufficient material of the gradation required. rK!I.1 :Ilbh 1tl.Hl'11LHL -+�:- •1 ��;�U 1'-+'�-+> i::: 1 1� f}ar_,l r.Wri1� Mr. Don David _. cs::;^,cnaennetatcni:�ciutvoca-Cola USA, Northampton, MA Page 6 Settlement in Underlying Clay The surface of the underlying clay occurs below approximately 12 ft to 19 ft of medium dense granular soils. It is anticipated that the foundation system will be supported in the upper =one of this surface stratum. Therefore, the presence of 8 ft to 15 ft of soil below the building is expected to function as a soil mat lying above the clayey deposit. It is our opinion that the presence of the soil mat will mitigate to some extent the potential effect of settlement in the underlying clay as described below. Because the settlement is deep seated, movement is expected to manifest itself in a "dish shasettlement without causing an unacceptable degree of differential settlement between adjacent footings spaced at a distance of 50 ft. As part of our studies, we calculated the theoretical range of settlement that could be experienced at this site based on the stated loading and existing subsurface conditions. The building loads were not considered in assessing the degree of deep seated settlement since the footing loads will be dissipated within the upper layer of granular soil and will not extend significantly into the underlying clay. The anticipated floor load of 600 psf, however, will extend deep into the underlying clay layer because it occurs over a large floor area of 500 ft by 760 ft. Based upon our assessment of settlement, it is our opinion that the building may experience total settlement ranging from 1 to 6 inches at the center of the loaded floor area and approximately one-half of this settlement at the perimeter of the building. Because the settlement is deep seated, however, the angular rotation between adjacent footings is expected to-be less than 0.001 which we believe is within tolerable limits for the type of building to be constructed. Differential settlement, therefore, is expected to be within acceptable ranges. The anticipated settlement in the underlying clay is expected to occur over a long period of time and not be fully completed for approximately 20 years. proposed Tanks A series of 5 ton pa.city,liquid holding tanks will be installed within the existing r.3n r a building. It d been litluid holding tattles within the fk9ity, Hugh site rir the load, and there was no observed settlement or cracks in the slab at &&' tank locations. A settlement analysis was conducted using the proposed tank loads, which, when distributed over the square area encompassing each tank, results in a floor load of approximately 800 psf. Based on this magnitude of loading, it is our opinion that the tanks will settle less than 1/2-inch using both long and short-term settlement conditions. This degree of settlement may also be reduced depending on the ability of the existing slab to distribute the load further. It should be noted that this settlement is is addition to the potential magnitude described in the previous section. Based on this assessment, it is our opinion that the tanks should be supported on a foundation system A - --- -- -- 1 iho 1oW to no mare than 040 psf. 2�nnted o.^. Recycled Paper FROM NE.,G TEi_.Hr-j I CAL 404 S15 22*.=-:O I'D94, 12-13 1:3:3e, 4S61 P.06/15 Mr. Don David 'Coca-Cola USA, Northampton, MA Page 5 of 61 ft. below ground surface. Based upon our studies, it is our opinion that these soil conditions are suitable for supporting shallow spread footings provided that the anticipated magnitude of settlement as described herein, is within ranges tolerable for the type of structure proposed and use of the facility. The alternative to constructing the building on shallow footings is to support the building, including the slab, on a pile foundation system. The required depth of the piles is unknown since the borings did not extend through the compressible layer. However, the piles would be no less than 70 feet long. Since most of the loading to the underlying clay is derived from the floor loads, the slab would also be supported structurally by the pile foundation system. It is our understanding that the existing building, which is similar in use to the proposed addition, is supported on shallow footings with a slab on grade. During the fieldwork phase of our studies, we visited the site and observed the condition of the existing building and slab. Based upon our observations, it is our opinion that the existing structure has per-formed satisfactorily and we were not able to detect any obvious signs of building movement. Therefore, it is our opinion that the proposed addition can also be supported on shallow, spread footings with a slab on grade. Construction of a shallow foundation system with the deepest footings placed 4 ft below exterior grade, will provide a soil mat of 8 ft to 15 ft thick below the footings and 12 ft to 19 ft thick- below the slab. It is our opinion that the presence of this soil mat will mitigate, to some extent, the effect of deep seated settlement occurring in the underlying silty clay layer. Allowable Soil Pressure - Footings Engineering studies were undertaken to assess the recommended allowable soil bearing pressure for footings supported directly on the surface deposit of silt or sand. Based upon our studies, the recommended allowable sod pressure is two (2) tsf provided the footings are at least 4.5 ft in least dimension for supporting the 40 ton column load and 5.5 ft in least dimension for supporting the 60 ton column load. For wall footings less than 3 ft wide, reduce the allowable pressure by a factor of B/3 where B is the actual footing width. In no case, should wall footings be less than 2 ft wide to reduce possible overstress. The anticipated settlement resulting from the soil pressure in the upper sand and silt ranges from 1/2-inch to 3/4-inch. This settlement is expected to occur during construction and shortly thereafter. This settlement is in addition to the long-term settlement which will occur in the underlying silty clay. Exterior footings should be placed at a depth of 4 ft below exterior grade for frost protection. Interior footings should be placed at a nominal grade of 24-inches below the top of the slab. Prirxed or. Recycied Paper FROM :NBG TECHNICAL 404 516 2280 19S4, 12-13 13:36 #S61 P.06/is T- 4 Mr. Don David 'Coca-Cola USA, Northampton, MA Page 4 AS 03SURFACE SOIL AND GROUNDWATER CONDMONS The subsurface conditions are-relatively uniform across the proposed building site. A layer of sandy silt is underlain by a layer of silty sand which is in turn, underlain by a layer of silty clay to the depth explored. Details of the soil conditions are presented on the logs and a summary is described herein, Soil Stratum Density/Consistency Tlickness Description Mkndy SILT Loose to med. dense i".3'47 Tan to grayish-brown SILT and fine Sand ND Loose to med. dense �4 -9' Tan fine SAND and Silt to red- brown fine to median SAND trace Silt "`Silty CLAY Very soft to soft 45+ The uncorrected standard penetration resistance for the sandy silt and underlying sand layer ranged from 5 to 29 blows per foot. When corrected for overburden pressure and averaged within the zone of influence for the proposed footings, the lowest average.• cumulative blow count was 13 blows per foot 'along with an angle of friction of 31 degrees which was used for design. The results of the laboratory testing program and the field explorations indicate that the underlying silty clay is compressible but overconsolidated. The groundwater at the site was measured at the completion of each boring. Where encountered, the groundwater was measured at a depth of 7.5 ft to 10 ft below ground surface. At this depth, groundwater is not expected to be encountered during construction. It should be noted however, that groundwater levels are expected to fluctuate throughout the year based on factors such as amount of precipitation, season and temperature, As such, groundwater levels may be. higher during construction. RECOMMENDATIONS Rezornmendations, for design of the proposed building and pavement are summarized herein. Foundation System The subsurface soil conditions at the site consist of a 12 ft to 19 ft thick mat of loose to medium dense granular soils (silt, sand) underlain by soft silty clay to at least a depth Pri-nee c7: Pecycied Paper FROM :NBG TECHNICPL 404 616 2280 1954, 12-13 1 36 4661 P.04/16 111�.r 4' Mr. Don David 'Coca-Cola USA, Northampton, MA Page 3 details of the exploration program are provided on the appended test boring logs prepared by S E A Consultants, Inc. &ABORATORY TESTING Tests were conducted on a representative sample of sod retrieved from the upper sandy silt stratum and the underlying clay stratum. The sandy silt was tested for grain size as' a means of mechanical classification and to assess the characteristics of the soil during construction. A sample of the underlying silty clay was tested for-unit weight, Atterberg limits (classification), compressibility (consolidation test) and shear strength (unconsolidated, undrainrd triaxial test). The e gradation test was conducted by S E A Consultants, Inc. while the remaining tests were conducted by Geotesting Express of Acton, Massachusetts. The data sheets for these tests are attached to this report., The engineering properties used in our studies and obtained from these tests are summarized below. A sample of clay from bo*rizg B-3 at a depth of 24 ft to 26 ft was tested as stated above. The results of these tests indicate that the compressible material has QYSCS df4 nation, ft 6f`CH (silty clay} 0a -o rop ;tod undrained shear Mon .it 684 psf. The , -consolidation tests indicate that ;4,0,so'il,at ,tjs depth is overcofiWM1MYV-Atfo of 2 aid has a recompression ratio of 0.007 udl a 11 co I m I pre&& i—i't"l, _(CA)'bf 1 0.74:-no bulk unit weight of the soil is 108 pcf. Avillable data from this general area of Massachusetts suggests that the clay is overconsolidated,.,,to a depth of approximately 60 ft below ground surface. This information was used in developing our estimate of settlement in the underlying compressible soil. Duzing the exploration program, 4 borings were conducted inside the existing building. Borings A-4 and A-5 were advanced through the concrete using augers. Borings A-6 and A-7, however, were cored to advance through the concrete. Each of the two concrete cores (5.7-inch dia.) were retrieved and submitted to Protze Consulting Engineers, of Needham, Massachusetts for concrete strength testing. The following results were reported by Protze: Sample Rec6ved Tbjpkness Com=sive Strength A-6 7.2" 4520 psi A-7 8.2" 2490 psi The laboratory was not able to determine a reason for the low apparent strength measured in sample A-7. Printed on R"Ied Paper FROM :NBG TECHNICAL 404 615 228,0 1954, 12-13 13:36 9661 P.03/15 44 ' 1 4 .S13UIi2nts ir.c. Mr. Don David :_iencercna Inc arinaiArcn1iacturr_oca-Cola USA, Northampton, MA Page 2 SUBSURFACE EX?LORATIONS Environmental Drilling, Inc. of Sterling, Massachusetts, conducted a subsurface exploration program from November 2, 1994 t0 November 4, 1994. The locations of the explorations are shown in the attached Boring Location Plan. The locations were originally selected by The Austin Company. The explorations consisted of eight borings (B-1 to B-8) taken in connection with the proposed addition. 'Three borings (A-1 to A- 3) were taken in connection with the proposed pavement while four borings (A-4 to A-7) were taken at locations where future liquid holding tanks will be placed. Ile Iocation of each exploration was taped from the existing building. The approximate ground surface elevation at each borehole was determined based on the existing topographic plan showing spot elevations. Therefore, the location and elevation of the explorations are considered approximate. All borings were advanced using either hollow stem augers, or open hole techniques to the depths explored. Borings B-1 and B-8 were advanced using hollow stem augers to 20 ft and thereafter by using flush joint casing. In fine soils below the groundwater, casing and wash boring techniques were used to reduce the potential for disturbing soils because of unbalanced water pressure. Borings A-6 and A-7 were advanced using driven casing and wash borings since a portable hand-carried drilling rig was required at these locations. Borings A-1 to A-3 were advanced by driving the spoon sampler to the bottom of the borehole in two foot intervals while the remaining borings, B-2 to B-7. were advanced using hollow stem augers. Within the proposed building area, B-1 and B-8 were advanced to a depth of 61 ft below ground surface to assess the thickness of the deep compressible deposits and the characteristics of the soils located within the zone where liquefaction would be considered. The borings did not extend through the clay layer which could be considerably deeper. The remaining borings labeled B-2 to B-7 as well as A-5 and A-7, were extended to a depth of approximately 20 ft to 25 ft through the upper sandy silt layer. Borings A-1, A-4 and A-6 were extended approximately 6 ft to 10 ft deep to assess the characteristics of the surface silt deposit. During the exploration program, soil samples were retrieved using a standard split spoon sampler driven by a 140 pound weight falling 30-inches. Samples were generally retrieved starting at the ground surface and at 5-ft intervals thereafter by driving the spoon in 24-inch increments. Visual classification of the soil is based upon our interpretation of the physical characteristics of each retrieved soil sample f blows required to drive the sampler in 6-inch increments is recorded on `appended t1 s. `sum 0T'16 bI°ow""counts froim the 6-inch to 12-inch and- 12--imlrh�tcl��F11�°� interval isr ., eferred to as the standard_peneaattion resistance (N):- X~ptevYdu a measure of the density of cohesionless soils such as sand and consistency for cohesive soils such as clay. In addition to the split spoon samples, two 3-inch diameter thin walled tube samples were taken in the silty clay at a depth of about 25 ft in borings B-3 and B-6. The purpose of these samples was to provide soil suitable for laboratory testing. The PhrXeo or, Recycied Paper FROM :NSG TECHNICAL 404 S 1 2280 19 04.- 12 1 1 -4 446t•1 Q,.f I b .3 E -; C—isuitants inc. November 18, 1994 Mr. Don David The Austin Company 48 Perimeter Center East Atlanta, GA 30346-1998 Re: Geotechnical Engineering Report Proposed Coca-Cola Distribution Facility Northampton, Massachusetts Project No: 94208.01 Dear Mr. David: We are pleased to submit this report summarizing the subsurface explorations conducted and geotecbaical engineering recommendations developed for the proposed Coca-Cola distribution facility at the referenced site. These services were conducted in accordance with our proposal to Environmental Drilling, Inc. (EDI) dated October 27, 1994 based on your re-quested scope of services by letter to EDI dated October 5, 1994. BACKGROUND Coca-Cola USA proposes to construct a distribution facility in Northampton, Massachusetts. The proposed facility is located at a site which is already occupied by. a one-story metal skin building which will be expanded. The proposed addition consists of an attached one-story, steel framed metal building having a footprint of approximately 500 ft by 760 ft. According to the structural engineer, the anticipated column spacing is 50 ft. The building will be constructed to the east of the existing building inland currently vacant. Topography at the site is relatively flat and varies from approximately El 144 to El 147 according to spot elevations provided. Anticipated column loads for the proposed building vary from 80 kips to 120 kips (40 tons to 60 tons). Although foundation plans for the existing building were not available, it is building is sgRRort ed on shallow foundati a5. In addition to construction of the proposed facility and associated paved areas Liquid holding tanks will be installed inside 485 Nlassacnu-5ens Avenue the existing building to replace holding tanks that had been removed. Each of the Cambrk: e. MA.021139-4013 proposed tanks weights approximately 170 kips (85 tons). Some of the tanks will be :6171 497a800 ;,.,%X (617) --977-709 le while others will be supported It is our understanding that the floor loads in the addition relate prim storage of canned products. The products will be supported on pallets placed directly on the floor and on shelves supported on individual posts. Our assessment of the loads indicates that floor loads are expected to be in the order of 600 psf which was verified by The Austin C(asrcnaur.: CT Company. NH `1M :NE:13 TECHN I CAL 40-4 S Vc Post-it*Fax Note 7671 Date FromQ�aGl1 Co/Dept. Phone a Phone tt Fax a Fax M GEOTECI LAICAL ENGINEERING REPORT FOR PROPOSED COCA-COLA DISTRIBUTION FACILrry NOR'MAMFMN, MASSACHUSEM NOVEMBER 18, 1994 r S E A CONSULTANTS INC, E n g in ee rs/Architects Cambridge, Massachusetts Rocky Hill, Connecticut