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IP #926 site conditions AMERICAN ENGINEERING TESTING, INC. Easim CONSULTANTS •ENVIRONMENTAL •GEOTECHNICAL REPORT OF GEOTECHNICAL •MATERIALS • FORENSICS EXPLORATION AND REVIEW Municipal.Facility 4401 Xylon Avenue North New Hope, Minnesota Report No. 01-06773 Date: June 22, 2016 Prepared for: City of New Hope 4401 Xylon Avenue North New Hope, MN 55428 www.amengtest.com AMERICAN CONSULTANTS A •ENVIRONMENTAL ENGINEERINGi •GEOTECHNICAL TESTING, INC. •MATERIALS - •FORENSICS June 22,2016 City of New Hope 4401 Xylon Avenue North New Hope,MN 55428 Attn:Mr. Kirk McDonald RE: Geotechnical Exploration and Review Municipal Facility 4401 Xylon Avenue North New Hope,Minnesota Report No. 01-06773 Dear Mr. McDonald: American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface exploration program and geotechnical engineering review for the proposed municipal project involving a new municipal building and police station located at 4401 Xylon Avenue North in New Hope, Minnesota. These services were performed according to our proposal to you dated March 1,2016, and subsequent amendments. We are providing you a digital copy of the report. Additional copies are being sent on your behalf as noted below. Please contact me if you have any questions about the report. I can also be contacted for arranging construction observation and testing services. Sincerely, American Engineering Testing,Inc. t $114W" � Loren W. Braun, PE Principal Engineer Phone: (651) 789-4689 lbraun@amengtest.com c: Mr. Jeremy Hauser, Stantec, Inc. • 550 Cleveland Avenue North 1 St. Paul, MN 55114 Phone 651-659-90011 Toll Free 800-972-6364 Fax 651-659-13791 www.amengtest.com1AA/EE0 This document shall not be reproduced,except in full,without written approval from American Engineering Testing,Inc. VI V Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No.01-06773 TESTING,INC. SIGNATURE PAGE Prepared for: Prepared by: City of New Hope American Engineering Testing, Inc. 4401 Xylon Avenue North 550 Cleveland Avenue North New Hope, MN 55428 St. Paul,Minnesota 55114 Attn: Mr. Kirk McDonald (651) 659-9001/www.amengtest.com Authored by: • Reviewed by: 0),,e,a )- (A)otil - Loren W. Braun, PE Robert J. Wahlstrom,PE,PG Principal Engineer Principal Engineer/Geologist I hereby certify that this plan,specification,or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under Minnesota Statute Section 326.02 to 326.15 Name: Loren W.Braun Date:June 22,2016 License#014969 Copyright 2016 American Engineering Testing,Inc. All Rights Reserved Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project. Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No.01-06773 TESTING,INC. TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 SCOPE OF SERVICES 1 3.0 PROJECT INFORMATION 2 3.1 Proposed Construction 2 3.2 Site Grading 4 3.3 Building 4 3.4 Pavement Design 4 3.5 Updated Information 4 3.6 Definitions 5 4.0 SUBSURFACE EXPLORATION AND TESTING 5 4.1 Field Exploration Program 5 4.2 Laboratory Testing 5 5:0 SITE CONDITIONS...:.:..:.:.::.::.:.:.:.:.:.........:.:::....: 5 5.1 Surface Observations 5 5.2 Subsurface Soils/Geology 6 5.3 Groundwater 7 6.0 RECOMMENDATIONS 8 6.1 Design and Construction Considerations 8 6.2 Building Pad Grading 8 6.3 Settlement Plates 12 6.4 Foundation Design 12 6.5 Floor Slab Design 14 6.6 Basement Walls/Retaining Walls 14 6.7 Exterior Building Backfilling 16 6.8 Bituminous Pavements 17 6.9 Concrete Pavements 19 6.10 Swimming Pools 20 7.0 CONSTRUCTION CONSIDERATIONS 22 7.1 Potential Difficulties 22 7.2 Observation and Testing 22 8.0 LIMITATIONS 23 Page i Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No.01-06773 TESTING,INC. APPENDIX A—Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Boring Locations Subsurface Boring Logs APPENDIX B—Geotechnical Report Limitations and Guidelines for Use Page ii Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 IESTING,INC. 1.0 INTRODUCTION The city of New Hope is proposing to construct a new municipal facility at the location of the current city hall, located at 4401 Xylon Avenue North in New Hope, Minnesota. The project location is shown in Figure 1. Figure 1: Project Location ' 1 �,I� _ .c,; r01r I, 1y 4 I 1; am To assist with planning and design, the City has authorized American Engineering Testing, Inc. (AET)to conduct a subsurface exploration program at the site, conduct soil laboratory testing, and perform a geotechnical engineering review for the project. This report presents the results of our exploration and testing services, and provides our engineering recommendations based on this data. 2.0 SCOPE OF SERVICES AEI's services were performed according to our proposal to you dated March 1, 2016, which was authorized by the City on March 7, 2016. The authorized scope consists of the following: • Drill 31 standard penetration test borings, 20 to a depth of 25 feet and 11 to a depth of 10 feet. • Perform soil laboratory testing. • Perform a geotechnical engineering review based on the obtained data, and prepare this report. Page 1 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. These services are intended for geotechnical purposes. The scope is not intended to explore for the presence or extent of environmental contamination. Seven additional soil borings were subsequently authorized in order to address the potential option of placing the new buildings at the location of the existing swimming pool. 3.0 PROJECT INFORMATION 3.1 Proposed Construction The proposed project will involve construction of new buildings including a police department building with underground parking, and a ground-supported city hall and lobby area. Other improvements will include relocation of a theater, pavement areas, and field construction. A swimming pool may also be constructed with one of the options. Three site configurations are being considered at this time. The three options are shown in Figures 2 to 4. Figure 2: Option 1 .,. ,... - 1- 4 itilliir °r ,aQ s I e n son �' canrErnRECIIOonomrn r. ; ` ,, , :. ,,,,,..1, �.a_• ;ate _ _ stz"- IIS 1Iii r 163 I I II -! ri .41 ),$5,:-',‘, $ v11. atbb2 ; �l, Ill I` 6-0 A 6.ti. .—;� �i- 111: '.. &3 • �{�,�a, 4:4 r- �' 1 • sa i 0,44110,-Y I p t I- J + a ` ea -':Q'V -1BBS" 1i`)B16 Bi -- 1II� _ I j1, i' r �� i` e s '- ,,s.24j�; --I, ,fk I Ij� I f I' , d a->6 i »� Y el ' r��A B-37 1. nI' rI` T t Iii{. ,'-' 1 _. I ,� _1 • ._,..._,1_ ,,, •: I 1 cw„ . -. i:. .,_..::, ,,__:•,,:___„,- .:.sem• ✓\rz Q,. ,� -p t .I; „ i it m i�A 13381 j_&il k 1 pmt e I. Q ,�:, A 1 aei — of alilt' m°° I.- �• 1' 4 Ir., .,.!2!',„.436C,_%�1- — �An"56,/D-L�74461 -..=0m7Ea' 0,..s►a�sr� '�a�� , 44,, r, - 1 ' , ' , CN AYE«I 1 7 s ., e,JR ......OBIBB� v rtrtrtn _I Page 2 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. Figure 3: Option 2 r \ I cpIPEEsnbCTION DEPTH if 1 I - `'7E11UND AVID V i� 7 _ ,S S _ _ Is-z14 '' �1 I I r o k}‘1,1Ip'!,,; v 1 ! !.- ,1 I ;VII - I li P III'�'I : 11\ a 9 '. If : J SII 6 3 'F 111 1}: t Vis- �� > -, - I� \ ';5 5 1 �.,m ._;,5-25 111\26 iI 011,IfI I ,. °� I '' B _ III v _r 7 i t 8-35 reel BBI r ).E.-,-6 -' \ �, 14. _ u 6-16 Al CCt v:-ire � ��. • -1-Li-.11,:I ��'�,8. � - I �Ji�B9 \a rm. _\ ,s �4 ......... ! `--,-4,,,,'''. E.c ,� �111, v B 12 - �1&la Bis �� 615 J r. ` ,'- .'F41.1 1 ! k \f�' r L'Q".L:il °ap� I 1(B38! IB 1} 1 -,i ( J y m MORIN c. �i a Ez5• :��1ts as a 5 t. a� � -- �i€er ,,r:111111111 1 La�:��1rd �1��J , �ar. „ ren =: „1 rp a i i . !v„ f, .:.dm sns muaJ:..a a ..y. 1 m . XriCN AVE N Figure 4: Option 3 ---,: _ SOIL 6 I cMEQY DEPTH __, ----''*:. . 711"41, _ I will Yo L4 }ZEALAhDAYE.N �,`` t''j - � ` t' 15-z2 app\I ° i` ti-1.1.:'-.:: ea'- as szl = s�z" '— '\ II,tot I zo+ '1 11 iP 1,_` fi -1•!•I �D —,,,,.111110;!t ��' �1 jA- 11 'f' il, 1 � ' I .- Ilio 1 • : 'A\ 1)1\. , ^1)3/ 524 / -- 1 1 81 i II '4 l � =mss-zs- gill -'-� .� 1 Illitw �" - L -<[ 1 I B 7 1 1 I ilol , I sl $4 Y 1:;.' '' j 4 J 6-35 B;I',1 , L 8' -f - B 11 �� '1 I. �r. V v 1 PD 1-' ,f \ I . B 9 ;, •,,5-Q7y\,� ' n 616 > �,1i. ;�� ° k 9-1 / Ill 11 �ii .4t i ! `Lr,-;:r._.. . - - sem.`' i 1� .�ouoo ami_d ,' y _ ._ P• . •0161.11191 tai 6-98! ti811 19 !r I_ ! I 1 E i • d p 0 r 1 rI1 t w t` 1 AI I,s29 ::"�::�11�.'luii0::PE 7 '2.11,,2.!. :�s,D 4,46...-_•_ '.7,: ; 1^. ,-B-pa\ ; '( [— km is — .:.". 1:4 1e",•e_ _ uca�ar ij[x rsf r I f A. I . si3 ®_ ! '44.."%. ! ..al•-.,.D:.. I ..11 l n•XYICN AVE N- -..s -!� - I �nQfl•yllHll11.1 f — Page 3 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. 3.2 Site Grading Based on the existing surface elevation of the borings, we anticipate that required cut and fill depths will typically be less than 5 feet. The exception will be the police building which will have underground parking and thus require a deeper excavation. 3.3 Building The police/city hall building will likely have a 40,000 square foot footprint with half of the building constructed as a single story, slab-on-grade. The other half of the building will include a below grade garage and storage facility with police offices above. The buildings will likely be brick and block composite exterior wall construction with a steel frame structure and precast concrete plank floor framing. We estimated that bearing wall loads will range from 3 to 8 kips per linear foot and column loads will range from 60 to 300 kips per column. We assumed that floor loads will not exceed 150 pounds per square foot. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. We assume the structure will be able to tolerate a total settlement of up to 1 inch, and differential settlements over a 30 foot distance of up to V2 inch. 3.4 Pavement Design We assume that the pavement areas will have a bituminous section. We assume that the pavement areas will be subject primarily to automobiles and light trucks. Consequently, the pavements will deteriorate more due to environmental conditions and the effect of wheel loads on the bituminous surface than from structural failure. We have based our pavement thickness design on five equivalent 18,000 pound axle loads (ESALs)per day. 3.5 Updated Information The above stated information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if there are changes from that described so that we can evaluate whether modifications to our recommendations are appropriate. Page 4 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. 3.6 Definitions Definitions used in this report are defined below: MnDOT: Minnesota Department of Transportation. MnDOT Specification: MnDOT Material Lab Supplemental Supplications for Construction. Structural Fill: Fill material suitable for support of foundations, slabs and pavements. Material is placed as controlled compacted fill. Uncontrolled Fill: Fill that was placed without regard to compaction effort or consistency. Test Roll:Testing of the pavement subgrade by rolling over it with heavy rubber-tired construction equipment such as a loaded dump truck under the observation of the geotechnical engineer. 4.0 SUBSURFACE EXPLORATION AND TESTING 4.1 Field Exploration Program The subsurface exploration program conducted for the project consisted of 31 standard penetration test borings. The logs of the borings and details of the drilling methods used appear in Appendix A. The logs contain information concerning soil layering, soil classification, geologic description, and moisture condition. Relative density or consistency is also noted for the natural soils,which is based on the standard penetration resistance (N-value). The boring locations are shown on Figure A-1 in Appendix A. The borings were staked by Stantec, whom also provided surface elevations at the boring locations. 4.2 Laboratory Testing The laboratory test program included moisture content tests on cohesive soils. The test results appear in Appendix A on the individual boring logs adjacent to the samples upon which they were performed. 5.0 SITE CONDITIONS 5.1 Surface Observations The site is currently developed with a single building serving as both the city hall and police Page 5 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. station. An outdoor theater area is located to the west of the building. Bituminous parking areas are located to the south of the building and to the east of the police department. The remaining area is mostly grass-covered turf The swimming pool is currently located in the southern portion of the property. In Option 3,the pool will be relocated. 5.2 Subsurface Soils/Geology The site geology generally consisted of fill (encountered in all of the borings), swamp deposits and/or alluvial deposits (encountered in several of the borings) and till, encountered in all but two borings. A drawing is included in Appendix A showing the boring locations. A more detailed description is provided below. The respective boring logs are also included in Appendix A. 5.2.1 Fill The fill varied in thickness from 2 to 111/2 feet and averaged about 6 feet thick. The fill consisted mostly of silty sand, clayey sand and lean clay. In some cases it was not possible to definitively determine if the bottom portion of the fill was natural soil or fill. The consistency of the upper fill in two of the borings was not recorded due to hydrovac excavation of the soil in order to avoid hitting utilities. 5.2.2 Swamp Deposits Swamp deposits consisting of peat and organic clay were encountered in fourteen of the soil borings and varied in thickness from 1 to 121/2 feet,with an average thickness of about 6 feet. The swamp deposits were generally located to the west and southwest of the existing city hall. 5.2.3 Alluvial Deposits Alluvial deposits were encountered in nineteen of the soil borings, varying in thickness from 1 to 111/2 feet, with an average thickness of about 4 feet. The alluvial soils generally consisted of lean clay and clayey sand with lesser amounts of silt. 5.2.4 Till Till was encountered in all but two of the soil borings; with the two soil borings terminated at relatively shallow depth. The till was encountered beneath the organic deposits and alluvial soils and extended to the boring termination depths. The till soils consisted primarily of clayey sands and sandy lean clays. Page 6 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No.01-06773 1'hSTING,INC. 5.3 Groundwater Groundwater observations are provided in Table 1. While drilling groundwater was observed in fourteen of the soil borings at elevations varying from 880.4 to 913.6. Water level measurements taken 1 or 2 days after drilling indicated groundwater elevations varying from 911.7 to 916.4. Table 1: Groundwater Observations Boring Number Groundwater Elevation Groundwater Elevation at Time of Drilling (Days after Drilling) 1 904.2 2 911.9 916.4 (1) 3 912.2 916.2 (1) 4 N/0(1) 5 908.2 6 N/O 911.9 (2) 7 880.4 8 907.7 9 N/O 10 905.0 11 N/O 12 904.5 13 N/O 14 901.8 15 905.1 16 902.5 911.7 (1) 17 913.6 18 N/O 19 N/O 913.8 (1) 20 N/O 32 N/O 33 N/O 34 N/O 35 N/O 913.5 (1) 36 913.5 Page 7 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. Boring Number Groundwater Elevation Groundwater Elevation at Time of Drilling (Days after Drilling) 37 N/O 38 902.5 (1) N/O=not observed Because the soils on the site are slow draining,it may take an extended period of time to obtain an accurate groundwater level measurement. Installation of piezometers would be required, which is beyond the scope of our work. Groundwater levels fluctuate due to varying seasonal and annual rainfall and snow melt amounts, as well as other factors. 6.0 RECOMMENDATIONS 6.1 Design and Construction Considerations Unsuitable soils are present below a portion of the site consisting of uncontrolled fill, and in some areas, organic deposits and soft soils. Consequently deep excavation will be required in some areas. Required excavation depths may be as deep as 28 feet. The area of the soft soils is located primarily west of the existing city hall building. Excavation to this depth would likely be very difficult to accomplish. Consequently, consideration should be given to the use of deep foundations and a structural slab, or soil improvement through the use of aggregate piers in areas with deeper excavation requirements. 6.2 Building Pad Grading 6.2.1 Demolition Demolition requirements for the proposed building pad should include areas for potentially relocated sport courts, swimming pool, and theater, also. We recommend removing all existing foundations, slabs, utilities, pavements, vegetation, topsoil and any other deleterious materials. Excavations created by the removal should be backfilled with properly compacted structural backfill. Removal should be completed beyond the edge of the proposed buildings a minimum distance of 5 feet. In proposed pavement areas for parking, we recommend removing all utility and conduits larger than 6 inches in diameter to a minimum depth of 3 feet below proposed pavement subgrade elevation. Below a depth of 3 feet, abandon utilities may be left in place if they do not conflict Page 8 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. with future utility placement and are properly filled with grout to prevent future collapse. 6.2.2 Excavation To prepare the building area for foundation and slab support,we recommend complete excavation of the fill, topsoil, organic deposits and underlying soft soils. This would result in excavation depths at the boring locations as shown in Table 2. The recommended excavation depths at each of the boring locations assumes that a building will be placed at that boring location. Table 2: Recommended Minimum Excavation Depths for Buildings Applicable Approximate Boring Number Option(s) Surface Excavation Depth Excavation Elevation(ft) (ft) Elevation(ft) (1) 1 924.4 6'/2 918 2 922.4 61/2 916 3 1 918 19 899 ` 4 918.3 61/2 912 5 1 915.8 19 897 6 1 915.1 111/2 9031/2 7 914.1 24 890 8 919.3 121/2 907 9 1,2 916.6 111/2 905 10 ,1,2 914.2 19 895 11 2 913.5 25 8881/2 12 921.2 18 903 13 1,2 919.3 61/2 9131/2 14 1,2 916.5 9 9071/2 15 2 915.8 9 907 16 914.5 28 8861/2 17 921.6 111/2 9101/2 18 2 921.5 61/2 9151/2 19 2 917.1 41/2 913 20 2 918.5 2 9151/2 32 3 929.2 4 925 Page 9 of 23 • Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No.01-06773 TESTING,INC. Applicable Approximate Boring Number Option(s) Surface Excavation Depth Excavation Elevation (ft) (ft)(l) Elevation(ft) (1) 33 3 929.2 2 927 34 3 921.9 19(2) 903 35 3 923.4 9 9141/2 36 3 922.7 18 9041/2 37 3 923.8 2 922 38 923.0 121/2 9101/2 (1) Rounded to nearest%foot. (2) Deeper excavation may be required based on observations during construction. The depths/elevations indicated in Table 2 are based on the soil conditions at the specific boring locations. Since conditions will vary away from the boring location, we recommend that AET geotechnical personnel observe and confirm the competency of the soils in the entire excavation bottom prior to new fill or footing placement. Where the excavation extends below foundation grade, the excavation bottom and resultant engineered fill system must be oversized laterally beyond the planned outside edges of the foundations to properly support the lateral loads exerted by that foundation. This excavation/engineered fill lateral extension should.at least be equal to the vertical depth of fill needed to attain foundation grade at that location (i.e., 1:1 lateral oversize). Increased oversizing may be necessary where highly organic soils are present. Since soil conditions can vary, recommended excavation depths between and beyond the borings locations should be evaluated by the geotechnical engineer. If groundwater is present, the excavation should be dewatered to avoid the risk of unobservable poor soils being left in place and reducing the softening of soils by the water. If the soils become disturbed due to construction traffic, groundwater, or by other means, the unsuitable soil should be subcut to the underlying undisturbed soils. 6.2.3 Fill Material Structural Fill should consist of the nonorganic excavated materials that can be properly placed and compacted.Nonorganic material consist of soil containing less than 2 percent organic material by weight. The fill should be free of deleterious material. We recommend that additional required Page 10 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. import material consists of a coarse-grained material consisting of sand or silty sand with less than 20 percent of the particles by weight passing a#200 sieve. Frozen soil should not be used as fill and fill soil should not be placed on frozen soils. 6.2.4 Fill Placement and Compaction Recommendations for minimum compaction levels, moisture content ranges and loose fill thicknesses are provided in Table 3. Table 3: Compaction Recommendations Relative Compaction: Moisture Content Loose Lift Location ASTM D 698: Variance from Optimum, Thickness standard Proctor(%) (percentage points) (Inches)(') Below structures and exterior 95 Coarse Grained+/-3(2) 12 flatwork areas Fine Grained-1 to+3 8 Below landscaped areas 90 +/-4 12 (1) Reduce lift thickness by approximately one half if hand-held equipment is used for compaction (2) Coarse-grained soils should consist of soils with symbols of SP, SP-SM and SM or similar gravels If there are areas where fill is placed on slopes, we recommend benching the sloped surface (benches cut parallel to the slope contour)prior to placing the fill.Benching is recommended where slopes are steeper than 4:1 (1I: V). 6.2.5 Weather Considerations The clayey sand and lean clay soils are moisture sensitive. The soils will exhibit high strength when they are in a dry condition but will lose strength when they become wet. If possible,the site preparation should be completed during the summer months when the opportunity for drying the soil is better. The ground surface should be properly sloped during site grading and construction to maximize the potential for surface runoff away from the construction area.Vehicle traffic should be avoided on exposed wet soils. To limit the potential for disturbance/softening of the subgrades at the bottoms of the excavations we recommend(1)performing the excavations with a backhoe fitted with a smooth-ended bucket, (2)not allowing construction equipment to operate directly over the subgrades if they are in a wet condition, and (3) placing the first lift of backfill materials over the excavation bottom by back- Page 11 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. casting with the backhoe or placing them with a wide tracked dozer. Any soils that are disturbed or weakened below the building area should also be removed. Haul roads should be provided to protect the subgrade soils that will receive vehicle traffic during wet weather conditions. We recommend using 3 inch minus rock for stabilization. Smaller size rock can be used, although more will be required. Depending on the amount of anticipated construction traffic and size as a rock, 6 to 12 inches of rock is generally required. To the extent possible,any existing bituminous pavement should be left in place as long as possible to facilitate construction on a firm subgrade. Subgrade soils should be covered as soon as possible to avoid precipitation infiltration. Vehicle traffic should also be avoided directly on the wet subgrade soils. Haul roads should be constructed to avoid disturbance of the subgrade soils. Six to 12 inches of rock should be placed over the subgrade, depending on the amount and weight of the vehicles. We recommend using 3 inch minus rock for stabilization. Smaller size rock can be used, although more will be required. A geotextile separation fabric should also be provided to protect the rock from being contaminated by the underlying subgrade soils. The separation fabric should meet the requirements of the MnDOT Specification, Table 3733-1, Type 5 geotextile fabric. Use of frozen material should be avoided since proper compaction of it is not possible. For work during freezing weather, areas to be filled should be stripped frozen soil, snow and ice prior to new fill placement. In addition,structural fill should not be allowed to freeze during or after placement.. 6.3 Settlement Plates We recommend settlement plates be installed in areas where the excavation depth exceeds 20 feet; after the surface removals are performed, and prior to grades being raised. The installation of the settlement plates should be performed or directed by an AET engineer. The settlement plates should be surveyed at the time of their installation, when half of the fill is placed, on the date at which the grade raise is completed(day 0), and at days 1, 2,4, 7, 10, 14,then weekly after day 14. The survey data should be provided to the AET geotechnical engineer to evaluate when an acceptable amount of settlement is expected to remain. 6.4 Foundation Design Aggregate piers should be considered in areas where required excavation depths exceed about 12 to 15 feet. With this option, conventional sales spread footings can be placed over the aggregate Page 12 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. piers. Recommendations for both spread footings and aggregate piers are provided below. 6.4.1 Spread Footings The structures can be supported on conventional spread foundations placed on competent natural soils or structural fill. We recommend perimeter foundations for heated building spaces be placed such that the bottoms are a minimum of 42 inches below exterior grade. Interior footings should be placed a minimum depth of 12 inches below finished subgrade. We recommend that perimeter foundations have a minimum dimension of 16 inches, and column footings a minimum dimension of 24 inches. We recommend foundations for unheated building space (such as remote exterior foundations)be extended to a minimum of 60 inches below exterior grade. Based on the conditions encountered, it is our opinion the building foundations can be designed based on a net maximum allowable soil bearing pressure of up to 3,000 pounds per square foot (psf). It is our judgment this design pressure will have a factor of safety of at least 3 against localized shear or base failure.We judge that total settlements under this loading should not exceed 1 inch. We also judge that differential settlements of conditions depicted by the borings should not exceed V2 inch between footings. 6.4.2 Aggregate Piers Based on the soil conditions encountered, it is our opinion that areas requiring deeper excavations for soil correction could alternately be supported utilizing aggregate piers. Aggregate piers are an intermediate foundation system consisting of densely compacted aggregate piers composed of well graded aggregate, such as roadway aggregate base. The piers are constructed by drilling a 24- or 30-inch diameter vertical shaft, densifying and pre-stressing the soil at the base of the hole with a proprietary high-energy impact beveled tamper and then backfilling the hole with 12-inch lifts of aggregate creating bulbs of soil/aggregate within the excavation. Temporary casings may be used when the soils are not stable. Tamping densities the aggregate vertically while also forcing the aggregate laterally into the sidewalls of the pier. The combination of this vertical and lateral compaction process stiffens and stabilizes the entire surrounding soil mass. The result of stiffening the soils is increasing the soils' bearing capacity allowing for a more economical footing design. Page 13 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. Conventional spread footings and ground supported floor slabs can then be constructed over the aggregate piers. Typical allowable bearing pressures of 4000 to 6000 psf are obtained with the aggregate piers. We anticipate aggregate pier depths of between 20 and 30 feet. Aggregate pier spacing typically ranges from 6 to 8 feet on center below strip footings and floor slabs. Multiple piers are typically used at column pad locations. The actual depths and layout of the piers would be dependent upon the structural loading, allowable settlement, and pier geometry. Since aggregate piers are a proprietary system, the pier design should be completed by a licensed design/build contractor. We can provide contractors contact information to complete the work. 6.5 Floor Slab Design 6.5.1Modulus of Subgrade Reaction For concrete slab design, we estimate the subgrade soils below the slab should provide a modulus of subgrade reaction (k-value) of at least 150 pounds per square inch per inch of deflection (pci). If the subgrade has been disturbed by previous traffic or excavations, it should be surface compacted to a competent,firm condition prior to placement of additional fill or the granular layer. 6.5.2 Vapor Retarder If a vapor membrane is required because of moisture sensitive floor coverings, it should meet the requirements of ASTM International Standard Specification D 1745, Type A. We recommend a minimum thickness of 10 mils. 6.5.3 Granular Layer We recommend placing a minimum of 4 inches of granular material such as aggregate base, or crusher fines created by crushing of limestone rock for aggregate, beneath the concrete pavement. Additional granular material can be placed in order to increase subgrade stability during concrete placement. 6.6 Basement Walls/Retaining Walls 6.6.1 Drainage Below grade walls should include a perimeter backfill drainage system placed on the exterior side of the below grade walls around the building. The drainage system should consist of perforated or slotted PVC drainage pipe located at the bottom of the backfill trench; lower than the interior floor Page 14 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. grade. The drainpipe should be surrounded by properly graded filter rock. A suitable filter fabric should then envelope the filter rock. The drainpipe should be connected to a suitable means of disposable that drains the water well away from the structure. For freestanding retaining walls, weep holes at the base of the wall could be substituted for the drainpipe. 6.6.2 Wall Backfill Prior to backfilling, we recommend damp proofing or waterproofing the perimeter below grade walls. The backfill material will exert lateral loadings. In order to reduce this loading, we recommending using free draining sand for backfill. The zone of sand backfill should extend outward from the wall at least 2 feet at bottom of footing elevation, and then upward and outward from the wall at a 30 degree angle from vertical. The sand should have no more than 5 percent of the particles by weight passing a #200 sieve and no more than 40 percent of the particles, by weight, passing a#40 sieve. The sand should be placed in maximum 6-inch loose lifts and be compacted with hand-held compaction equipment to the specified density provided above. If pavement material is not used adjacent to the wall,we recommend capping the sand backfill with a layer of clay soil to minimize surface water infiltration. We recommend a minimum 2 percent slope away from the building be maintained. If proper capping cannot be provided, a more permeable soils should be used such as fine filter for coarse filter aggregate as defined by MnDOT Specification 3149. If materials are not properly compacted, settlement may occur, potentially causing water to pond adjacent to the building. 6.6.3 Lateral Pressures Lateral earth pressures on below grade walls and retaining walls will vary, depending on the backfill soil classification,backfill compaction and slope of the backfill surface. Static or dynamic surcharge loads near the wall will also increase lateral wall pressure. Recommendations for lateral earth pressure values (given in the equivalent fluid force values) for a drained soil compacted to a minimum of 95 percent of standard Proctor density and a level ground surface are provided in Table 4. Values for equivalent passive fluid force and coefficient of sliding friction are also provided. Page 15 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No.01-06773 TESTING,INC. Table 4: Equivalent Fluid Forces and Coefficients of Sliding Friction Backfill/ Wet Unit Coefficient Equivalent Equivalent Equivalent Bearing Soil Weight of Sliding Fluid Force, Fluid Fluid Force, (pcf) Friction Active Case Force, At- Passive Case (pcf) Rest Case (pcf)(1) (pcf) Sand 120 0.5 35 55 400 Clay 128 0.35 - - 300 (1) The passive lateral earth pressure should be reduced by one-half if used in conjunction with the coefficient of sliding friction. 6.7 Exterior Building Backfilling Sidewalks and exterior slabs will be underlain mostly with lean clay and clayey sand, which are considered moderately frost susceptible. If lenses of high silt material are present, ice lenses may form that could cause problematic frost heaving. This could contribute to ponding surface water and tripping hazards. Providing impervious surfacing and a minimum 2 percent slope will reduce the potential for water infiltration into the ground. Downspouts should also be diverted directly to the storm sewer system or provided with other means to discharge the water that may collect in the sand fill. Nevertheless, ice lenses may still form due to migration of groundwater by vapor transmission or soil wicking. One method to limit the potential for heaving to occur is to remove the frost- susceptible soil from below the slab area. Typically, removal to a depth of about 42 inches will provide adequate protection from frost heaving. The excavated soil should be replaced with non- frost susceptible (NFS) backfill consisting of sand having less than 10 percent of the particles by weight passing a #200 sieve. A drain tile should be placed at the bottom of the sand in order to avoid water from ponding within the sand layer. The drain tile should be diverted to the storm sewer. In order to reduce the potential for differential frost heave,a transition should be provided between the non-frost susceptible sand and untreated areas. We recommend a minimum transition slope of at least three horizontal to one vertical (3H:1 V). Page 16 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. For fire egress doors and other noncritical doors, stoops should be placed a minimum of 3 inches below the bottom of the door to accommodate continued door operation if some frost heaving does occur. 6.8 Bituminous Pavements 6.8.1 Subgrade Preparation Subgrade preparation of proposed pavement areas should consist of stripping sufficient vegetation, organic soils, soft or disturbed clayey soils where they are exposed within the upper 3 feet from within proposed pavement areas. The excavation should be completed in a manner that does not disturb the underlying soils. Structural fill should then be placed to established subgrade elevations. In order to prevent contamination of aggregate base by the underlying subgrade soils, a geotextile separation fabric can be placed. The geotextile fabric should be placed on the finished subgrade after completion of fill placement and test rolling. The separation fabric should meet the requirements of MnDOT Materials Lab Supplemental Specifications for Construction, Table 3733-1, Type 5 geotextile fabric. 6.8.2 Backfill and Fill Material Excavated mineral materials from other portions of the site may be used as structural fill within proposed pavement areas. The structural fill should not have an organic content exceeding 2 percent by weight. Recommendations for fill placement and compaction are provided in Table 5. Table 5: Compaction Requirements for Pavements Relative Moisture Content Compaction: ASTM Variance from Loose Lift Location Thickness D 698: standard Optimum, (percentage (Inches)(l) Proctor (%) points) Below pavements,within 3 100 Coarse Grained+/- 3(1) 12 feet of subgrade elevations Fine Grained-2 to +1 8 Below pavements, more than 95 Coarse Grained+/- 3 12 3 feet below subgrade Fine Grained-1 to +3 8 elevations Page 17 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. (1) Coarse-grained soils should consist of soils with symbols of SP, SP-SM and SM or similar gravels 6.8.3 Test Roll The final pavement subgrade should be evaluated by completing a test rolling. Soils which rut or deflect (pump) 1 inch or more under the test roll should be corrected by either subcutting and replacement; or scarification, drying and recompaction. 6.8.4 Section Thicknesses Laboratory tests to determine an R-value for pavement design were not included in the scope of this project. Based on correlations provided in the MnDOT Pavement Manual, Table 5-3.2(a), however, an R-value of 12 would be appropriate for the soils encountered on the site. We are presenting pavement designs based on two potential traffic situations(light and heavy duty) and two potential subgrade approaches (with and without a sand subbase). The light duty design refers to parking areas which are intended only for automobiles and light trucks. The heavy duty design is intended for pavements which will experience heavier truck traffic. Recommended pavement sections are provided in Table 6. Table 6: Pavement Thickness Designs Material Section Thickness Light Duty Heavy Duty Bituminous Wear 1 1/2 " 1 %2 " Bituminous Non-Wear 1 1/2 " 2 " Class 5 Aggregate Base without Sand Subbase 11" 14" Class 5 Aggregate Base with Sand Subbase 5" 5" Sand Subbase 12" 18" 6.8.5 Pavement Materials Recommended bituminous pavement materials are provided in Table 7. Page 18 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. Table 7: Bituminous Pavement Materials Pavement Section Layer Material Specification(1) Bituminous Wear Course SPWEA440F Bituminous Binder Course SPWEB440F Heavy Duty Bituminous Base Course SPNWB340B Aggregate Base Class 5 or 6 Sand Subbase Select Granular Borrow Bituminous Wear Course SPWEA340F Light Duty Bituminous Binder Course SPWEB340F Aggregate Base Class 5 or 6 Sand Subbase Select Granular Borrow (1) MnDOT Specifications 6.9 Concrete Pavements 6.9.1 Subgrade Preparation Subgrade preparation,backfill and fill material,and test rolling for concrete pavement areas should be similar to the preparation for bituminous pavement as specified previously. To the extent possible, the finished subgrade in proposed concrete pavement areas should consist of a uniform material to reduce the potential for differential frost heaving. 6.9.2 Pavement Section We recommend that at least 4 inches of aggregate base be placed over the subgrade to provide more uniform support for the concrete, and to provide a more stable working platform for construction. We recommend a minimum 5-inch thick concrete slab in light-duty areas and a minimum 6-inch thick concrete slab in heavy-duty areas. These designs are based on a modulus of subgrade reaction (k) of 75 pci, a minimum compressive strength of 4000 psi, and utilizing aggregate interlock for support at joints. 6.9.3 Pavement Drainage We recommend installing perforated drainpipes throughout pavement areas at low points and around catch basins. The drainpipes should be placed in small trenches extended at least 8 inches below the aggregate base or below the sand subbase if present. It should be noted that drain tile should not be used if the aggregate base consist of recycled concrete. This material will tend to Page 19 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. plug the drain tile over time. If either of these materials is used, weep holes should be provided within catch basins to allow accumulated water to seep into the catch basin manhole. Perimeter drain tile should also be used if the adjacent area is higher than the pavement area. This will intercept seepage from the adjacent slope. If sufficient slope is present(greater than 2 percent), subsurface drainage may be limited to finger drains at catch basin locations. The finger drains should be installed parallel to the slope to intercept water flowing down the slope. 6.10 Swimming Pools If Option 3 is selected, relocation of the swimming pool will be required. Swimming pools tend to be highly sensitive to settlement since even a small amount of settlement will cause water to pond in drainage areas. Furthermore, frost movement of the pool deck would likely cause potential tripping hazards. Required sub excavation for the swimming pool will vary from approximately 2 to 9 feet below existing grade. Recommendations for excavation and backfill should be similar to those provided for building pad preparation. In order to reduce the potential for frost heave of the deck, we recommend sub excavation to a depth of 48 inches and backfilling with NFS soils as previously specified in Section 6.8. Utilities 6.10.1 Excavation We anticipate that utilities can be installed per manufacturer bedding requirements. In order to minimize disturbance of the underlying soils, the excavaton should be completed with a backhoe equipped with a smooth edged bucket. The sands, organic soils and soft soils soils are Type C Soil under OSHA (Occupational Safety and Health Administration) Construction Standards for Excavations, 29 CFR, part 1926, subpart P, guidelines. Unsupported excavations in the coarse- grained soils should, therefore, be maintained at a gradient no steeper than 11/2:1 (horizontal:vertical). The stiffer clays are Type B Soil and should be maintained at a gradient no steeper than 1:1. Even with the required OSHA sloping, water seepage or surface runoff can potentially induce sideslope erosion or running which could require slope maintenance. Page 20 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. Trenches 5 feet deep or greater require a protective system.Trenches 20 feet deep or greater require that the prospective system be designed by a registered professional engineer or be based on tabulated data prepared and/or approved by a registered professional engineer in accordance with 1926.652 (b) and(c). 6.10.2 Dewatering Utility excavations may encounter wet to saturated soils. Within the upper 1 foot of saturated soils, sumps and pumps will likely be suitable to remove water from the excavations. If excavations extend more than 1 foot below saturated soils, sand points or dewatering wells will likely be required to adequately remove water from the excavation. We recommend consulting with a dewatering contractor prior to beginning excavations to develop a dewatering plan for utilities. 6.10.3 Bedding A minimum of 4 inches of coarse-grained bedding material should be provided if the excavations cannot be shaped to provide uniform support for the proposed utility and the pipe is less than 54 inches in diameter. For up to 72-inch pipe, 6 inches of bedding should be used. Larger pipe should have a bedding thickness equal to the outside diameter of the pipe divided by 12. The bedding material should consist of relatively clean sand with less than 10 percent of the particles,by weight, passing a#200 sieve or material meeting the requirements of MnDOT Specification 3149.2f. The bedding material should be placed up to at least the spring line of the utility or for plastic and other softer materials,up to the top of the pipe. 6.10.4 Foundation Fill If soft soil conditions are encountered at proposed invert elevation, additional stability may be accomplished by deeper excavation and placement of additional bedding material. However, in more significantly unstable areas,particularly where groundwater is present,coarser materials may be needed to provide a stronger foundation. The coarser materials can also be a favorable media from which to dewater. Additional foundation fill may consist of Fine Filter Aggregate meeting the requirements of MnDOT Specification 3149.2J or Coarse Filter aggregate meeting the requirements of MnDOT Specification 3149.2H. When using a coarser material which include significant void space, we recommend enveloping the entire layer with a geotextile separation fabric. The gravel material includes void spaces, and the fabric acts as a separator which minimizes the intrusion of fines into the voice spaces. If Page 21 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. additional granular bedding is used above the foundation gravel,the fabric also prevents downward infiltration of bedding sand into the rock void spaces. 6.10.5 Selection,Placement and Compaction of Backfill We recommend compacting backfill to a minimum of 95 percent of its standard Proctor maximum dry density, except it should be compacted to 100 percent in the upper 3 feet of the subgrade below pavement areas. Note that some of the soils exhumed from the utility trenches will likely be wet to saturated and will require significant drying to achieve adequate compaction. 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Potential Difficulties 7.1.1 Runoff Water in Excavation Water can be expected to collect in the excavation bottom during times of inclement weather or snow melt. To allow observation of the excavation bottom, to reduce the potential for soil disturbance, and to facilitate filling operations, we recommend water be removed from within the excavation during construction. Based on the soils encountered, we anticipate the ground water can be handled with conventional sump pumping. 7.1.2 Disturbance of Soils The on-site soils can become disturbed under construction traffic, especially if the soils are wet. If soils become disturbed,they should be subcut to the underlying undisturbed soils. The subcut soils can then be dried and recompacted back into place, or they should be removed and replaced with drier imported fill. 7.1.3 Cobbles and Boulders The soils at this site can include cobbles and boulders. This may make excavating procedures somewhat more difficult than normal if they are encountered. 7.2 Observation and Testing The recommendations in this report are based on the subsurface conditions found at our test boring locations. Since the soil conditions can be expected to vary away from the soil boring locations, we recommend on-site observation by a geotechnical engineer during construction to evaluate these potential changes. Page 22 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No.01-06773 TESTING,INC. Soil density testing should also be performed on new fill placed in order to document that project specifications for compaction have been satisfied. We recommend at least one density test for every 100 cubic yards of fill placed beneath the building with at least one test for every 2 feet of fill placed. Similar requirements should be followed for pavement areas except that there should be one density tests for every 200 cubic yards of material placed. At least one density test should be taken for every 100 feet of utility trenches at vertical intervals not exceeding 2 feet. 8.0 LIMITATIONS Within the limitations of scope,budget, and schedule, our services have been conducted according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either expressed or implied, is intended. Important information regarding risk management and proper use of this report is given in Appendix B entitled"Geotechnical Report Limitations and Guidelines for Use". Page 23 of 23 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. Appendix A Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 —Boring Locations Subsurface Boring Logs Sieve Analysis Tests Appendix A Geotechnical Field Exploration and Testing Report No. 01-06773 A.1 FIELD EXPLORATION The subsurface conditions at the site were explored by drilling and sampling 31 standard penetration test borings. The locations of the borings appear on Figure 1,preceding the Subsurface Boring Logs in this appendix. A.2 SAMPLING METHODS A.2.1 Split-Spoon Samples(SS)-Calibrated to No Values Standard penetration(split-spoon)samples were collected in general accordance with ASTM:D1586 with one primary modification. The ASTM test method consists of driving a 2-inch O.D.split-barrel sampler into the in-situ soil with a 140-pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N-value. Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod. In the past, standard penetration N-value tests were performed using a rope and cathead for the lift and drop system. The energy transferred to the split-spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this system. This converted energy then provides what is known as an N60 blow count. The most recent drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently results in lower N-values than the traditional No values. By using the PDA energy measurement equipment, we are able to determine actual energy generated by the drop hammer. With the various hammer systems available,we have found highly variable energies ranging from 55%to over 100%.Therefore,the intent of AET's hammer calibrations is to vary the hammer weight such that hammer energies lie within about 60%to 65% of the theoretical energy of a 140-pound weight falling 30 inches. The current ASTM procedure acknowledges the wide variation in N-values,stating that N-values of 100%or more have been observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date,we can state that the accuracy deviation of the N-values using this method is significantly better than the standard ASTM Method. A.2.2 Disturbed Samples(DS)/Spin-up Samples(SU) Sample types described as "DS" or"SU" on the boring logs are disturbed samples, which are taken from the flights of the auger. Because the auger disturbs the samples,possible soil layering and contact depths should be considered approximate. A.2.3 Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles,boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs. Determining the thickness of"topsoil" layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual-manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment.Accordingly,the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed. A.3 CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification(USC)system.The USC system is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual-manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs. Visual-manual judgment of the AASHTO Soil Group is also noted as a part of the soil description.A chart presenting details of the AASHTO Soil Classification System is also attached. Appendix A-Page 1 of 2 AMERICAN ENGINEERING TESTING,INC. Appendix A Geotechnical Field Exploration and Testing Report No. 01-06773 The boring logs include descriptions of apparent geology.The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples,which can be limited. Observations of the surrounding topography,vegetation, and development can sometimes aid this judgment. A.4 WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under"Water Level Measurements"on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement • Cave-in Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level: same as Water Level,except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid,weather conditions, and use of borehole casing. A.5 LABORATORY TEST METHODS A.5.1 Water Content Tests Conducted per AET Procedure 01-LAB-010,which is performed in general accordance with ASTM: D2216 and AASHTO:T265. A.5.2 Atterberg Limits Tests Conducted per AET Procedure 01-LAB-030, which is performed in general accordance with ASTM: D4318 and AASHTO: T89, T90. A.5.3 Sieve Analysis of Soils(thru#200 Sieve) Conducted per AET Procedure 01-LAB-040,which is performed in general conformance with ASTM: D6913,Method A. A.5.4 Particle Size Analysis of Soils(with hydrometer) Conducted per AET Procedure 01-LAB-050,which is performed in general accordance with ASTM: D422 and AASHTO: T88. A.5.5 Unconfined Compressive Strength of Cohesive Soil Conducted per AET Procedure 01-LAB-080,which is performed in general accordance with ASTM: D2166 and AASHTO: T208. A.5.6 Laboratory Soil Resistivity using the Wenner Four-Electrode Method Conducted per AET Procedure 01-LAB-090, which is performed using Soil Box apparatus in the laboratory in general accordance with ASTM: G57 A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. A.7 SAMPLE STORAGE Unless notified to do otherwise,we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. Appendix A-Page 2 of 2 AMERICAN ENGINEERING TESTING,INC. 1-1 _ r - ~ iO � . _ ` 'Ai 4 .*41,1,,, V I � r-•� 1p Kopf* t O O ° 4i-Ati ; _ - . W t,._. •0 cri rt) , , , rksi = � - gni ' I _ 3 I, , El t c ii! i_. `1 cd iSi l 'C E El ' ,...t ._ n ,_, -N - a ¢ o 41, al i 2 ' 113 z al # f - '.---"" 1 cj ,,,,, .5 a x Z A o , r, [y9. g.-00it-11 i Z al - f ®;n i aoft 3 CO r'I 44( c . i a— N m 1.-.1-1' ) 'ripp "2.1 enhir-S —I U t- / 1 liM 1 2 o as M 1 I illikii!. I 1 - MI, r----. , , ,, rn ; _ _ — ! iI ck c ZZU .t 4I i -_ - - , 1 II AAMERICAN ENGINEERING SUBSURFACE BORING LOG iimis l'ESTING, INC. AET No: 01-06773 Log of Boring No. 1 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 924.4 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 12.25"Bituminous pavement / FILL M i 1 — FILL,mostly clayey sand, a little gravel and silty/ 20 M " SS 8 10 2 1sand,trace roots, dark grayish brown and brown \FILL, mostly silty sand,a lithe gravel and clayey/ 12 M " SS 16 15 3 — sand,grayish brown 4— FILL,mostly clayey sand,a litlte gravel and silty 1 sand,trace roots,gray and brown, a little light _ 5 brown 6 M SS 12 -17 6— M7— SLIGHTLY ORGANIC LEAN CLAY WITH j FINE SAND, a little gravel,trace roots,black,firm ALLUVIUM 8 M ri SS 14 29 8 — (CL) 9 '% ,CLAYEY TILL , CLAYEY SAND,a little gravel,gray mottled, 10— firm,laminations of silt(SC) 8 M RA SS 16 21 11 - � Sid 12— CLAYEY SAND,a little gravel,gray and brown mottled,firm to stiff,laminations of silty sand 8 M ri SS 16 17 13 = (SC) � i 14 15 - 12 M FA SS 18 16 16 % 17— / 18 CLAYEY SAND,a little gravel,dark gray : 1 19— mottled,very stiff,laminations of sandy silt(SC) % ' 3 20 23 „ SS 18 17 /21 — ill 22 SANDY LEAN CLAY,a little gravel,dark gray, %.. . 23 — very stiff(CL) 1 24 20 M r SS 18 17 END OF BORING 0 I- 0 0 I DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO r a DATE IME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED a 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0 M 3/21/16 2:38 24.5 23.0 24.4 23.0 SHEETS FOR AN N. 3/21/16 2:48 24.5 23.0 24.5 20.2 EXPLANATION OF ` BORING TERMINOLOGY ON o COMPLETED: 3/21/16 a THIS LOG Q DR: SS LG: JMM Rig: 1C 01-DHR-060 03/2011 AAMERICAN ENGINEERING SUBSURFACE BORING LOG mom TESTING, INC. AET No: 01-06773 Log of Boring No. 2 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 922.4GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand, a little gravel,trace 'I FILL 19 1 — roots, dark brown 13 M SS 16 2 _ FILL,mostly clayey sand, a little gravel and silty 13 sand,trace roots,dark brown and brown 12 M SS 14 13 3 — 4 FILL,mostly sandy lean clay, a little gravel and � 5 — sandy silt,dark brown,a little brown 10 I x SS 16 20 6 — — \ 7 — CLAYEY SAND,a little gravel,light grayish TILL \/ brown and brown mottled, firm to stiff, 6 M X SS 18 20 8 — laminations of sandy silt and silty sand(SC) 9 — % . . 1 10 — 8 M V SS 16 16 11 — 12 — X 13 — 4 14 M SS 18 13 14 — �7/ ? 15 :(j/' ll� X 13 SILT,light brownish gray,moist,medium dense, FINE 11 M SS 1825 16— lenses and laminations of lean clay(ML) ALLUVIUM 17 — 18 CLAYEY SAND, a little gravel,brownish gray, r TILL 19 — a little brown,very stiff,laminations of sandy 20— silt(SC) • 20 M/W SS 16 11 21 — 22 — 7ii 23 — 24 — 7. l/J/ 11 M X SS 18 15 END OF BORING l/// // 1- 0 0J WJ t a DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO UJ a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED °- 0-23.4' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 3/21/16 9:30 21.0 19.5 21.0 20.9 SHEETS FOR AN E 3/21/16 10:05 24.9 23.4 24.0 15.3 EXPLANATION OF oBORING 3/21/16 10:30 None 210 10.5 U TERMINOLOGY ON COMPLETED: 3/21/16 24.921.0 a DR: JM LG: SC Rig: 68C 3/22/16 8:15 - None 14.0 6.0 THIS LOG 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. Imumm AET No: 01-06773 Log of Boring No. 3 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 918.0 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION TYPE WC DEN LL PL %-#200 FILL,mostly clayey sand,a little gravel,trace / FILL , 19 1 —\roots ,black 10 * ISS 20 2 FILL,mostly clayey sand,a little gravel and silty 12 sand,trace roots,dark brown and brown / 13 M " SS 14 9 3 — FILL,mostly clayey sand,a little gravel,pieces 4of bituminous,grayish brown and dark brown,a / 4 \of brown 5 FILL,mostly lean clay, a little gravel,trace 5 M 14 SS 12 21 6 — roots,dark gray,a little brown I7— ORGANIC CLAY, a little gravel,trace roots, = SWAMP black,soft(OH) DEPOSIT 3 M W SS 16 48 8 — - AAMERICAN ENGINEERING SUBSURFACE BORING LOG ammi TESTING, INC. AET No: 01-06773 Log of Boring No. 4 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH918.3 GEOLOGY SAMPLE REC FIELD&LABORATORY TESTS SurfaceIN Elevation N MC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL '/0-#200 FILL,mostly pieces of wood,brown and dark i FILL 1 brown 6 M SS 10 16 2 FILL,mostly clayey sand, a little gravel and sand,grayish brown,a little brown and light I 8 M • SS 10 3 brown 4 FILL,mostly silty sand,a little gravel,pieces of I j FINE i bituminous, a little clayey sand,grayish brown ALLUVIUM 5 LEAN CLAY,slightly organic, a little gravel, OR FILL 7 M SS 6 47 6 gray mottled, firm,laminations of sandy silt and / i 7 silt(CL) / .. FINE \ SANDY LEAN CLAY,a little gravel,gray ALLUVIUM 6 M X SS 8 18 8 mottled,firm, laminations of sandy silt and silt j 9 (CL) " 1 CLAYEY SAND, a litlte gravel,brown and gray % TILL 10 mottled,firm, laminations of sandy silt and silty 8 M SS 12 18 11 sand(SC) 12 CLAYEY SAND, a little gravel,brown and brownish gray mottled,stiff to very stiff, 7 X 11 M SS 18 17 13 laminations of sandy silt(SC) 14 � \/ 15 1 22 M x SS 18 18 16 17 18 1gravel,dark SANDY LEAN CLAY,a little gray, 19 stiff(CL) 20 j 14 MX SS 18 18 21 22 /�' 23 24 12 M X SS 16 18 END OF BORING F `,1)-- I-- 0 0 0 J wyJ F DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0_ 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL m 3/22/16 9:30 24.5 23.0 24.5 None SHEETS FOR AN q EXPLANATION OF 0 BORING TERMINOLOGY ON 0 COMPLETED: 3/22/16 H, THIS LOG DR: DS LG: JMM Rig: 1C 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG am= TESTING, INC. AET No: 01-06773 Log of Boring No. 5 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTHSurface Elevation 915.8 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS INFEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand, a little gravel and silty FILL 25 1 \sand,trace roots,dark grayish brown 6 M SS 12 2 _ FILL,mostly clayey sand, a little gravel,pieces 12 of bituminous and silty sand,trace roots,grayish 8 M SS 16 13 3 — brown and brown 4 FILL,mostly lean clay,trace roots, dark gray,a 5 — little black 5 M SS 8 40 6 - 7— LEAN CLAY, slightly organic, a little gravel, j ,. SWAMP trace roots,black,soft(CL) /DEPOSIT 3 SS 16 42 8 — 9 — 10— •� M / TW 22 ii — SILTY SAND WITH ORGANIC FINES,a little :•:: COARSE gravel,fine to medium grained,dark brownish 7` ALLUVIUM , WH W A SS 18 84 12 gray,waterbearing,very loose, lenses and MFINE 13 laminations of clayey sand and sandy silt(SM) I \ALLUVIUM / 2 W ' SS 18 96 LEAN CLAY,slightly organic,trace roots,dark — SWAMP 14 — grayish brown,a little gray and black,very soft, DEPOSIT W TW 24 15 — lenses of organic clay and lean clay(CL) / 16 ORGANIC CLAY, a little gravel,trace shells and roots,dark brown and gray mottled, soft, 3 W ' SS 18 77 17 lenses of sapric peat(OH) 18 ORGANIC CLAY,trace roots,dark gray,a little %/ AL LUVNM 5 W ' SS 18 31 black,soft, lenses and laminations of lean clay .: 19 (OH) TILL 1 f4 20 SANDY LEAN CLAY,gray,firm(CL) 6 W ' SS 18 17 21 CLAYEY SAND,a little gravel,gray,firm to /" stiff(CL) I. 22 236 W ' SS 12 17 24 - 5 W SS 17 16 25 — j 26 27 — j 28 — • 29 — 4 • 30 — J 14 W SS 18 15 0 31 END OF BORING r DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 1 DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL • 0-29/2 3.25" HSA 3/22/16 10:10 12.0 10.5 10.7 7.6 SHEETS FOR AN zs 3/22/16 11:05 31.0 29.5 29.7 28.3 EXPLANATION OF c BORING 11:15 29.1 28 3 TERMINOLOGY ON o COMPLETED: 3/22/16 31.029.5 THIS LOG W DDR: DS LG: JMMRig: 1C a 03/2011 01-DHR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 6 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 915.1 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand,a little gravel,trace FILL 31 1 1roots,dark brown,a little grayish brown / 5 M / SS 16 2 I FILL,mostly clayey sand, a little gravel,silty 20 sand and sandy silt,trace roots,grayish brown I 14 � FA SS 15 13 3 —and dark brown 4 FILL,mostly clayey sand,a little gravel and = = SWAMP `sand ,brown,a little light brown / DEPOSIT 5 SAPRIC PEAT,black(PT) 7 M clil SS 6 77 6 iso 7 — LEAN CLAY,trace roots,dark gray,soft, FINE laminations of sand(CL) ALLUVIUM 2 M " SS 15 38 8 - 9 SANDY SILT,a little gravel,trace roots,gray,a 1 10 — little dark gray,moist,very loose,lens of clayey 3 M " SS 8 27 11 — sand, laminations of lean clay(ML) rr 12 — CLAYEY SAND, a little gravel, gray, firm to TILL 1� stiff(SC) 5 M fil SS 10 16 13 — / 14 — '; 15 - 7 M " SS 16 16 16 — 1 17 — 11 0 1 18 - 4 1 19 — '// O20 — / 5 M MA SS 18 16 21 — 1:1 22-23 — �24— 25 — 15 M " SS 2 17 26 END OF BORING 4 0 oJ J I H DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS I- NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-24W 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 3/22/16 3:20 11.0 9.5 10.9 Wet SHEETS FOR AN 0 3/24/16 12:05 11.0 9.5 9.0 3.2 EXPLANATION OF it BORING 12:45 253 23,3 TERMINOLOGY ON 0 COMPLETED: 3/22/16 26.024.5 . F-, THIS LOG a DR: JM LG: SG Rig: 68C 03/2011 01-DHR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. mum AET No: 01-06773 Log of Boring No. 7 (p. 1 of 2) Project: New Hope City Hall Complex; New Hope,MN DEPTHSurface Elevation 914.1 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand, a little gravel and silty FILL 1 — sand,trace roots,dark brown and brown 10 M i SS 17 16 2 FILL,mostly clayey sand,a little gravel and silty 3 — sand,grayish brown 9 M FA SS 9 12 4 It SAPRIC PEAT,black(PT) SWAMP 5 — --=DEPOSIT 4 M SS 7 135 6 — M7— HEMIC PEAT,black, a little dark brown(PT) 8 — WH M " SS 17 312 9 ORGANIC CLAY,trace roots,black to dark 10— brown,very soft(OH) WH M ii SS 18 109 11 — al 12 — 13 — M A TW 24 14— tri 15 — = . .-_, WH M rl SS 18 440 16— lir 17 — LEAN CLAY,slightly organic,trace roots,dark j FINE brownish gray,very soft(CL) ALLUVIUM WH M FA SS 18 75 18 — 19r /TILL ''', CLAYEY SAND,a little gravel, dark gray,very 20 — soft to firm(SC) / 1 M FA SS 18 17 21 — . 1 22 • 1 23 — 24 — 1 25 — �'/ 8 M FASS17 15 26 — 11111 27—28SANDY LEAN CLAY,a little gravel,dark gray, /29 — stiff(CL) • O 30— 11 MSS 14 19 J ? 31 — �+ 4 1 1- • DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED • 0-34W 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 3/22/16 2:11 36.0 34.5 35.7 34.8 SHEETS FOR AN h.0 3/22/16 2:23 36.0 34.5 35.6 33.7 EXPLANATION OF 22 BORING TERMINOLOGY ON o• COMPLETED: 3/22/16 THIS LOG a DR: JM LG: SG Rig: 68C 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. AET No: 01-06773 Log of Boring No. 7 (p. 2 of 2) Project: New Hope City Hall Complex; New Hope,MN DEPTH GEOLOGYSAMPLE REC FIELD&LABORATORY TESTS N MC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#20( V TILL 33 (continued) SANDY LEAN CLAY,a little gravel, dark gray, 1r 11 34 — very stiff, lens of sand with silt(CL) 35 — 16 M X SS 17 17 36 END OF BORING P 0 F- J wyJ i F 0 U I— W r co 9 0 a 0 U FI 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG mom TESTING, INC. AET No: 01-06773 Log of Boring No. 8 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH IN Surface Elevation 919.3 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 -\4.5" Bituminous pavement FILL u 1 —A5.5" Crushed limestone,light brown / 15 M SS 12 15 2 — FILL,mostly clayey sand,a little gravel and silty sand, gray,a little brown 18 M " SS 16 11 3 — 4— 11 5 — 6 M " SS 14 18 6 - 7 — ORGANIC CLAY,trace roots,black,firm(OH) ^SWAMP DEPOSIT 6 M ri SS 10 82 8 — - 9 LEAN CLAY WITH SAND,slightly organic,a j FINE i 10 — little gravel,trace roots,black,soft(CL) ALLUVIUM 3 M ri SS 16 38 11 — 12 — TW 18 Ti/ 13 — CLAYEY SAND,a little gravel, gray,a little : TILL brown,stiff, laminations of sandy silt(SC) 9 W FA SS 16 16 14— 15 — %,% 10 W " SS 18 15 16 — � 17 — 18 CLAYEY SAND,a little gravel,dark gray, stiff %. 19 — (SC) 20 — 9 W SS 16 16 21 — • i 22 — • • i 23 • SANDY LEAN CLAY, a little gravel,gray, stiff 24 — (CL) // 12 W H SS 18 18 END OF BORING P 4 1- 0 .Ti0 7 - F a WATER LEVEL MEASUREMENTS DEPTH: DRILLING METHOD NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL N- 3/21/16 1:05 14.0 12.5 14.0 12.1 SHEETS FOR AN 3/21/16 1:15 14.0 12.5 14.0 11.6 EXPLANATION OF it BORING 1:30 23.0 24.5 None TERMINOLOGY ON o COMPLETED: 3/21/16 24.5 THIS LOG WDR: SS LG: JMM Rig: 1C a 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG -mst TESTING, INC. AET No: 01-06773 Log of Boring No. 9 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH SIN urface Elevation 916.6 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly sandy lean clay, a little gravel,silty FILL 1 sand,trace roots,grayish brown and brown to 6 M i SS 18 18 2 dark grayish brown,a little brown 3 15 M " SS 16 22 4 FILL,mostly sand with silt,a little gravel, clayey 5 sand and silty sand,grayish brown,a little brown 8 M " SS 12 221 6 and grayail SWAMP ■1� SAPRIC PEAT,black(PT) % DEPOSIT , 7 CLAYEY SAND, a little gravel,trace roots, /71FINE ALLUVIUM 2 M Fro SS 12 18 8 gray, soft(SC) //� 9 �J eJM TW 24 10 11 CLAYEY SAND,a little gravel,dark gray and %�®/ 14 M ` SS 18 14 brown mottled,stiff,laminations of sandy silt • 12 (SC) 13 LEAN CLAY WITH SAND,a little gravel, 10 M " SS 18 16 gray, a little light gray and brownish gray,stiff, 14 Pi lenses and laminations of silty sand and sandy r TILL 15 silt 9CL) 13 M RA SS 16 13 16CLAYEY SAND,a little gravel,dark gray,stiff to firm(SC) 1141 17 ��18 %" 19 ,�� 20 % 10 M SS 18 14 21 Iii 22 i 23 24 8 M M SS 18 14 END OF BORING P 4 0 0 -21 1 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED a 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL o " 3/22/16 12:30 24.5 23.0 24.4 None SHEETS FOR AN 3/22/16 12:40 24.5 23.0 Co 24.3 None EXPLANATION OF CLc BORING TERMINOLOGY ON o COMPLETED: 3/22/16 I-) THIS LOG a DR: DS LG: JMM Rig: IC O 1 DHR-060 03/2011 AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. mom AET No: 01-06773 Log of Boring No. 10 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH Surface Elevation 914.2 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand,slightly organic,a FILL 32 1 —1 little gravel,trace roots,dark grayish brown, a 9 M / SS 18 12 2 little brown \FILL,mostly clayey sand, a little gravel,trace I 14 M FA SS 12 3 — roots,brown and gray 4 FILL,mostly sand with silt, a little gravel and clayey sand,grayish brown,a little gray SWAMP _ = AAMERICAN ENGINEERING SUBSURFACE BORING LOG momsTESTING, INC. AET No: 01-06773 Log of Boring No. 11 (p. 1 of 2) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH SIN urface Elevation 913.5 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL °/0-#200 FILL,mostly clayey sand,a little gravel,pieces l FILL 26 1 of wood,a little silty sand,trace roots,dark 11 M SS 14 �_ brown I 12 2 FILL,mostly clayey sand,a little gravel,trace 10 M " SS 15 13 3 — roots,grayish brown and brown 4 FILL,mostly sand with silt, a little gravel, 5 — grayish brown 18 M FA SS 16 7 J SAPRIC PEAT,black(PT) ••= 4-' SWAMP it - DEPOSIT 2 M " SS 17 327 8 – 9 – _ i 10 — = 1 M " SS 18 184 11 — , 12 — ORGANIC CLAY,trace shells and roots,black, very soft(OH) :7, 1 M " SS 18 162 13 — 14 SAPRIC PEAT,black(PT) 15 — 2 M " SS 18 308 16 — 111 17 — — r 18 — A TW 19ORGANIC CLAY,trace roots,black,a little 20— brown,soft(OH) = 2 M M SS 18 268 148 21 — __= 1 22 — CLAYEY SAND,a little gravel, gray,a little TILL light gray,very soft to soft(SC) WH M " SS 18 16 23 – 24 – 19 25 — 2 M " SS 18 17 26– 1 27 – . �PF 28 – • M A TW 18 29 — PM 0 30 —0 8 M " SS 18 17 w 31 — I O▪ DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-39'/2' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL M 3/22/16 9:57 11.0 9.5 10.7 Wet SHEETS FOR AN 3/22/16 10:27 23.5 22.0 22.3 None EXPLANATION OF F) TERMINOLOGY ON o BORING 3/22/16 11:14 41.0 39.5 41.0 None COMPLETED: 3/22/16 �' 3/22/16 11:28 41.0 39.5 41.0 None THIS LOG W DR: JM LG: SG Rig: 68C 03/2011 01-DHR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 11 (p.2 of 2) Project: New Hope City Hall Complex; New Hope,MN DEPTH GEOLOGY SAMPLE REC FIELD&LABORATORY TESTS N MC FEET MATERIAL DESCRIPTION TYPE WC DEN LL PL '/0-#200 %` TILL 33 (continued) CLAYEY SAND, a little gravel,dark gray,stiff 34— to very stiff(SC) 35 — 14 M X SS 18 14 36 — C' 37 — 38 — 39 — 40 — 16 M X SS 18 16 41 END OF BORING F 0 F- _I `5JL t F 0 U h W 0_ 0 M 0- 0 0 a O U r w 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG 1'LSTING, INC. mom AET No: 01-06773 Log of Boring No. 12 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH SIN urface Elevation 921.2 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL °/O-#20( ,5" Bituminous pavement / FILL X 1 8.5" Crushed limestone,light brown / 8 M SS 12 16 2FILL,mostly sandy lean clay,a little gravel, \grayish brown, a little light brown / 32 M x SS 16 15 3 \FILL,mostly clayey sand, a little gravel,silty sari/ ✓ � 4 dand sandy silt,trace roots,dark gray and gray \/ 5 _ FILL,mostly silty sand with gravel,grayish I 23 M x SS 12 12 brown / \ 6 — FILL,mostly clayey sand,a little gravel and silty 7 — sand,gray, a little brown \/ 8 — 9 M ? \ X SS 14 16 / 9 FILL,mostly sandy lean clay,a little gravel and \.2 10 — clayey sand,trace roots,dark brownish gray and 5 M x SS 14 25 11 — brown mottled,a little brown / 12— ORGANIC CLAY,a little gravel,trace roots, SWAIviP X black, firm(OH) - AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. mom AET No: 01-06773 Log of Boring No. 13 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH IN Surface Elevation 919.3 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand,a little gravel,trace / FILL i 24 1 —\roots,dark brown 8 M SS 18 2 _ FILL,mostly clayey sand,a little gravel and silty 12 sand,trace roots,brown and brownish gray to 14 M " SS 18 12 3 — light grayish brown 4 — i 5 — 9 M M SS 16 15 6 — M7 _ CLAYEY SAND, a little gravel, light grayish %/�TILL brown, a little browns tiff,laminations of sandy 14 M FA SS 16 13 8 — silt(SC) 91?, CLAYEY SAND, a little gravel,brownish gray / 10 — mottled,very stiff, laminations of sandy silt and j 16 M SS 18 14 11 — silty sand(SC) i 12 — CLAYEY SAND, a little gravel,dark gray,very II stiff(SC) 18 M ri SS 18 15 13 — ;/%/ 14 111 — 15 — 16 M FA SS 18 17 • 16 — . Illi 17 — % /�18SANDY LEAN CLAY,a little gravel,dark gray, %%../19 — stiff to very stiff(CL) 20 — 14 M14 SS 18 16 21 — It' 2z — 23 — 16 M " SS 18 16 24 — / END OF BORING 0 a 0 J I DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 1- a DATE 'TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED a 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0 " 3/22/16 1:43 24.5 23.0 24.4 None SHEETS FOR AN o EXPLANATION OF ZS ooBORING TERMINOLOGY ON COMPLETED: 3/22/16 MTHIS LOG a DR: DS LG: JMRig: 1C 03/2011 O 1-DHR-060 itAMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 14 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH IN Surface Elevation 916.5 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly sandy lean clay,a little gravel,a FILL 28 i -little silty sand,trace roots,dark brown / 8 M SS 18 2 FILL,mostly clayey sand, a little gravel and 14 sand,trace roots,brownish gray,brown and light/ 5 M MASS 12 19 3 — brown4 FILL,mostly lean clay with sand,a little gravel, !it silt,sandy silt and clayey sand,trace roots, 5 brownish gray and dark brown,a little brown 4 M A SS 12 20 6 _ and light brown i 22 — FILL,mostly clayey sand,a little gravel,grayish brown and brown,a little dark brown ii 3 M FA SS 12 17 8 — FILL,mostly clayey sand, a little gravel,trace 9 roots,gray,a little brownish gray and dark / 1 brown I :TILL ` 10— CLAYEY SAND, a little gravel,brownish gray 8 M MA SS 16 16 11 — and brown mottled, a little brown, frim to stiff, laminations of sandy silt(SC) `I 12 — 13 — 13 M " SS 18 15 14 CLAYEY SAND,a little gravel,dark gray,a % V 1.1. 15 — little brown,stiff,laminations of sandy silt(SC) / 13 WMA SS 18 16 16 • I!'17 —18SANDY LEAN CLAY,dark gray,stiff(CL) 19 — 1 20 — 1 13 W FA SS 18 18 21 — / ill 22CLAYEY SAND, a little gravel,dark brown, :23 - very stiff(SC) 24 — A. 20 W M SS 18 13 END OF BORING rte✓ F a 1 0 1 J- V a. F- ▪ DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED • 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0 M 3/23/16 9:45 16.0 14.5 15.7 15.2 SHEETS FOR AN zs 3/23/16 9:55 16.0 14.5 15.3 14.7 EXPLANATION OF it BORING3/23/16 10:15 24.0 21,1 TERMINOLOGY ON o COMPLETED: 3/23/16 24.523.0 THIS LOG a DR: DS LG: JMM Rig: IC 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. mom AET No: 01-06773 Log of Boring No. 15 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH Surface Elevation 915.8 GEOLOGY N MC SAMPLE REC IN FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand,a little gravel,trace FILL 27 1 —\roots,dark brown 8 M i SS 20 2 _ FILL,mostly clayey sand,a little gravel and silty 15 sand,trace roots,brown,a little dark brown and 8 M SS 14 15 3 — grayish brown 4 SAPRIC PEAT,black(PT) ©DEPOSITt 5 — 5 M " SS 12 79 6 — its 7 — LEAN CLAY,trace roots,gray,soft, FINE laminations of sand(CL) 3 M FA SS 14 26 a — P,MU5\TIUM i 9 raya TILL CLAYEY SAND, a little gravel, dark g y, 4 10 — lithe gray,firm, lens of silty sand(SC) ` 7 V FA SS 14 15 11 — jA 12— CLAYEY SAND,a little gravel,dark gray,firm or, i to stiff,laminations of sand(SC) 8 W " SS 14 14 13 — 14— 1 15 — �/ 10 M SS 6 15 16 — 0 11,1 17 —18SANDY LEAN CLAY,a little gravel,dark gray, 4 19 — stiff(CL) 11 20 ri 12 M FA SS 18 18 21 — '� 22 1 SAND,a little gravel,dark brownish 0- CLAYEY 1 23 gray,very stiff(SC) ,� 17 M • SS 18 13 24— �" . END OF BORING F a 0 0 0 J_J I r DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO Li SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-23' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL Co3/23/16 0 11:20 13.5 120.0 12.7 12.3 SHEETS FOR AN N. 3/23/16 11:30 13.5 12.0 120.0 10.7 EXPLANATION OF EL- BORING 3/23/16 11:47 23.0 None TERMINOLOGY ON COMPLETED: 3/23/16 24.523.0 THIS LOG Q DR: DS LG: JMM Rig: 1C 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. mum AET No: 01-06773 Log of Boring No. 16 (p. 1 of 2) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 914.5 GEOLOGY SAMPLE REC FIELD&LABORATORY TESTS FEET MATERIAL DESCRIPTION N MC TYPE IN. WC DEN LL PL Y0-#200 FILL,mostly clayey sand,a little gravel,trace FILL 32 1 —\roots,dark brown / 9 M SS 18 2_ FILL,mostly clayey sand,a little gravel,silty 13 sand and sandy silt,brown and grayish brown,a 9 T. SS 14 15 3 — little dark brown 4 FILL,mostly clayey sand,a little gravel,pieces \ 5 — of wood,a little silty sand,trace roots,gray,a 6 M X SS 12 17 6_ little brown and dark brown / 7 — SAPRIC PEAT,black(PT) SWAMP \// _ AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. AET No: 01-06773 Log of Boring No. 16 (p.2 of 2) Project: New Hope City Hall Complex; New Hope,MN DEPTH GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 CLAYEY SAND,a little gravel,gray,very soft TILL 33 — to stiff(SC) (continued) (continued) 34— 35 — %// 18 M X SS 16 17 36 END OF BORING F I- 0 + r a + W 0 a5 r r- 9 9 0 a 0 U W 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG Nom= TESTING, INC. AET No: 01-06773 Log of Boring No. 17 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH Surface Elevation 921.6 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 -0.75" Bituminous pavement _FILL M I —\6.5" Crushed limestone,light brown 14 M " SS 14 10 2 — FILL,mostly sandy lean clay, a little gravel, pieces of bituminous,a little silty sand,gray,a 16 M " SS 16 12 3 — little brown 4— 5 — 18 M " SS 18 13 6— 7 — FILL,mostly sandy lean clay,a little gravel, / pieces of bituminous,a little silty sand, gray, a 9 " SS 16 18 8 — little brown 9 ORGANIC CLAY,trace roots,black,firm(OH) SWAMP 10 — sinDEPOSIT 8 M 111SS 12 45 11 — CLAYEY SAND, a little gravel, gray,firm(SC) % TILL 11 12 4 M " SS 18 22 13 14 M 1 TW 18 15 CLAYEY SAND, a little gravel,brownish gray, �� 10 W M SS 18 20 16 a little brown,stiff,laminations of sandy silt o©�f 11 17 (SC) 11 18 SANDY LEAN CLAY,a little gravel,dark gray, ij 19 stiff(CL) 0 1i 20 11 W FIA SS 18 20 21 1 22dark gray,stiff �� 1 CLAYEY SAND, a little gravel, 0 1 23 (SC) ,24 9 W " SS 18 14 END OF BORING I- 0 0J J I DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE I1ME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED -, 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL o °' 3/21/16 9:48 16.5 14.5 16.5 12.0 SHEETS FOR AN o EXPLANATION OF 3/21/16 9:58 16.5 14.5 16.5 8.0 'I BORING3/21/16 10;14 24.5 23.0 23.0 20 2 TERMINOLOGY ON o COMPLETED: 3/21/16THIS LOG Q DR: SS LG: JMM Rig: 1C 3/22/16 8:15 - None 31.6 7.801 DHR 060 03/2011 AMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 18 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope, MN FIELD&LABORATORY TESTS DEPTH IN Surface Elevation 921.5 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand,a little gravel,trace FILL 1 — roots,dark brown 7 M SS 14 25 2 CLAYEY SAND, a little gravel,brownish gray, : TILL OR 3 — a little brown,very stiff to stiff, laminations of %FILL 16 M SS 16 10 4— silty sand and sandy silt(SC)(possible fill) 5 — / 14 M 1r SS 16 13 6 — s 7 — CLAYEY SAND, a little gravel,grayish brown TILL 1 to dark grayish brown, stiff to very stiff(SC) 14 M SS 18 13 8 - 9 - 16 M SS 16 12 11 — 12 — CLAYEY SAND, a little gravel,dark gray,a I little brown,stiff(SC) � 14 M • SS 18 14 13 — 14— 15 — 7 14 M X SS 18 15 16 — 17 — 18 SANDY LEAN CLAY,a little gravel,dark gray, %.. . 19 — stiff to very stiff(CL) 20 — 13 M X SS 18 18 21 — j 22 — 23 — • 24— \J 16 M X SS 18 17 / \ END OF BORING F 1.- 0 J J V - DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO Lii a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED a. 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0 N. 3/23/16 12:55 24.5 23.0 24.5 None SHEETS FOR AN g EXPLANATION OF BORING TERMINOLOGY ON O COMPLETED: 3/23/16 01 THIS LOG W DR: DS LG: JMM Rig: 1C a 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG iiim TESTING, INC. AET No: 01-06773 Log of Boring No. 19 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTHSurface Elevation 917.1 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEETIN MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 6"Bituminous pavement / FILL 1 FILL,mostly silty sand,a little gravel,pieces of 11 M I SS 16 14 2 concrete,bituminous and plastic,dark brown FILL,mostly lean clay,a little gravel,silty sand 10 V " SS 12 3 and sandy silt,gray and brown,a little light 4 brownish gray 1 TILL FILL,mostly silty sand,a little gravel and clayey FILL OR 5 sand,light brownish gray,a little brown 9 M " SS 16 15 6 CLAYEY SAND,a little gravel, light brownish • li1 7 gray,a little brown,stiff, lenses and laminations I of silty sand and sandy silt(SC)(possible fill) ' 12 M FA SS 16 16 8 9TILL M CLAYEY SAND,a little gravel,brown, a little 101 (SC)grayish brown,stiff,laminations of sandy silt j 14 M " SS 18 13 12 CLAYEY SAND,a littlegravel,ravel dark brownish %. 11i gray,a little brown,very stiff,laminations of20 M FASS18 14 13 sandy silt(SC) .. . 14 dark brownish • it CLAYEY SAND, a little gravel, 15 gray,a little brown,very stiff, laminations of 22 M FA SS 18 14 16 sandy silt(SC) 17 / 18 CLAYEY SAND,a little gravel,dark grayish 1 19 brown and dark gray mottled,very stiff(SC) 1 20 • 25 Mill SS 18 13 21Ii 222 23 24 30 M A SS 18 13 END OF BORING 0 I:: ;z- I- 0 I- 0 0 J WSJ i' F `? DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO w a SAMPLED CASING CAVE-IN DRILLING WATER 0 0-23' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED n 3/23/16 2:14 24.5 23.0 24.0None SHEETS FOR AN 4 0 3/24/16 8:35 24.5 23.0 23.5 3.3 EXPLANATION OF h BORINBOMPLETED: 3/23/16 TERMINOLOGY ON ., THIS LOG rici DR: DS LG: JMMRig: 1C 03/2011 01-DHR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG simmi TESTING, INC. AET No: 01-06773 Log of Boring No. 20 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH IN Surface Elevation 918.5 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 -\3.5" Bituminous pavement FILL 1 — 14.5" Crushed limestone, light brown 12 M FA SS 12 11 2 FILL,mostly clayey sand,a little gravel,pieces tii��TILL FA of bituminous,brownish gray, a little light brown) %f/�// 8 M SS 14 13 3 — and dark brown 4 — CLAYEY SAND,a little gravel,grayish brown, 1►l a little brownish gray,firm to stiff, laminations _ 5 of sand(SC) 11 M FlA SS 16 15 6 — • . . 1 7 — CLAYEY SAND,a little gravel, dark gray,stiff :I 8 — (SC) 15 M ri SS 18 15 9ill — 10— 14 M " SS 18 14 ✓ . 1 1 — C: 12 — 15 M FASS18 18 13 — 14 ilSANDY LEAN CLAY,a little gravel,dark gray, / i 15 — stiff(CL) � 14 M SS 18 15 16 — 1 17 — 1 18 - 19 — 1 1 20 — % 14 M FA SS 18 15 21 — � ill 22 CLAYEY SAND,a little gravel, dark gray,very 23 — stiff(SC) 24 — 17 M Prl SS 18 14 END OF BORING P 4 0 CD J 1 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO w a DATE IME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-23' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL o " 3/24/16 10:30 24.5 23.0 24.4None SHEETS FOR AN o EXPLANATION OF 1- BORING TERMINOLOGY ON o• COMPLETED: 3/24/16 THIS LOG L• DR: DS LG: JMM Rig: 1C 03/2011 O 1-DHR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 21 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTHSurface Elevation 921.6 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEETIN MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#20( FILL,mostly clayey sand, a little gravel,trace FILL 30 1 \roots,dark brown 6 M X SS 12 18 2 , FILL,mostly sandy lean clay,a little gravel and / X silty sand,trace roots,grayish brown and dark I V MIXEDWIt1N1 11 M SS 14 14 3 — brown,a little brown %%%�OR FILL 4 , CLAYEY SAND,a little gravel,grayish brown ORARSE and brown mott , ai and dark— brown,stiff, lamledinationslittle of sandybrown silt and silty /j..jMJThTIM15 M X SS 14 6 _ sand(SC)(possible fill) — SILTY SAND,a little gravel,fine grained, TILL \/ brownish gray,a little brown and dark brown, 9 M X SS 16 14 8 — moist,medium dense,laminations of sandy silt / (SM) 9 CLAYEY SAND,a little gravel,brownish gray \/ 10 — and brown mottled,stiff to firm,laminations of 6 M x SS 14 17 11 sandy silt and silty sand(SC) / \ END OF BORING F zar 0 J I ... a. DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-91/i 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL Co0 3/25/16 11:45 11.0 9.5 11.0 None SHEETS FOR AN q EXPLANATION OF BORING TERMINOLOGY ON a COMPLETED: 3/25/16 THIS LOG a DR: SG LG: TPM Rig: 68C 03/2011 O 1-DFIR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 22 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH IN Surface Elevation 923.8 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-4200 FILL,mostly sandy lean clay,a little gravel, FILL 25 1 --\trace roots,dark brown, a little light brown 6 M X SS 10 16 2 FILL,mostly clayey sand,a little gravel,trace / TILL \/ roots,grayish brown,a little light brown 11 M X SS 12 15 3 — CLAYEY SAND,a little gravel,grayish brown, \ 4 a little brown and light brown, stiff to very stiff, laminations of sand and sandy silt(SC) 5 SANDY LEAN CLAY,a little gravel,brownish 16 M x SS 12 18 6 — gray,a little brown and dark brown,very stiff, _— laminations of sandy silt(CL) • 7 /.. 8 17 M X SS 12 19 9 — / \ 10 - 22 M X SS 12 16 11 END OF BORING r. F- 0 U' J J 7 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-9%z' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 3/25/10 6 8:50 11N. .0 9.5 11.0 None SHEETS FOR AN N. EXPLANATION OF BORING TERMINOLOGY ON 0 COMPLETED: 3/25/16 1-1THIS LOG a DR: SG LG: TPM Rig: 68C 03/2011 01-DHR-060 AAMERICAN . ENGINEERING SUBSURFACE BORING LOG sommi TESTING, INC. AET No: 01-06773 Log of Boring No. 23 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH Surface Elevation 922.6 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly sandy lean clay,a little gravel and FILL i 1 — clayey sand,trace roots,brownish gray,a little 6 M SS 10 20 2 brown and dark brown CLAYEY SAND, a little gravel,brownish gray, r TILL 12 M M SS 12 18 3 — very stiff(SC) • 4 SANDY LEAN CLAY,a little gravel,brownish 5 — gray, a little brown and dark brown,very stiff, %/ 19 M " SS 12 18 6 — laminations of sandy silt(CL) • M 7 - — � 19 M FA SS 14 18 s � i9 / CLAYEY SAND,a little gravel,dark brownish 10 — gray,very stiff(SC) 21 M ri SS 14 13 it END OF BORING 1- 0 0J 1 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO liJ SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0-9%z' 3.25" HSA SHEETS FOR AN o 3/25/16 9:25 11.0 9.5 11.0 None EXPLANATION OF BORING TERMINOLOGY ON o COMPLETED: 3/25/16 THIS LOG a DR: SG LG: TPM Rig: 68C 01 DHR 060 03/2011 AMERICAN ENGINEERING SUBSURFACE BORING LOG momIESTING, INC. AET No: 01-06773 Log of Boring No. 24 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH INSurface Elevation 918.2 GEOLOGY N MC S SEE R C FEET MATERIAL DESCRIPTION WC DEN LL PL %-#200 FILL,mostly lean clay with sand,a little gravel, FILL 1 — trace roots,dark brown 5 M SS 5 23 2 FILL,mostly clayey sand,a little gravel, siltyX 3 — sand and sandy lean clay,trace roots,grayish M SS 12 16 4 brown,a little brown and brownish gray j FILL,mostly clayey sand, a little gravel and silty / 5 — sand,trace roots, grayish brown,a little brown 25 M X SS 10 15 6 - 7 _ LENA CLAY WITH SAND, a little gravel,sand and clayey sand,dark gray,a little brownish 7 M X SS 10 18 8 \gray,dark brown and light grayish brown / FINE 58 9 LEAN CLAY,trace roots, dark gray,a little ALLUVIUM black,firm, lenses and laminations of sapric peat TILL \/ 10 — (CL) 5 M x SS 14 21 11 CLAYEY SAND,a little gravel,trace roots, / (brown and gray mottled,firm, laminations of I silty sand(SC) END OF BORING F I- 0 0 _I T. DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE (IME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-9W 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL "0 ' SHEETS FOR AN 3/25/16 11:05 11.0 9.5 9.8 None EXPLANATION OF it BORING TERMINOLOGY ON o COMPLETED: 3/25/16 THIS LOG a DR: SG LG: TPM Rig: 68C 01-DHR-060 03/2011 AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. mom AET No: 01-06773 Log of Boring No. 25 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTHSurface Elevation 917.2 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand,a little gravel,trace FILL 1 — roots,grayish brown and brownish gray 5 M X SS 16 15 3 — 25 M x SS 10 11 4 FILL,mostly sand with silt,a little gravel, 5 — brownish gray,lenses and laminations of clayey 13 W SS 12 6 — sand and silty sand 7— SAPRIC PEAT,black(PT) SWAMP \ DEPOSIT 8 M x SS 8 158 8 — / \ 9 ORGANIC CLAY,trace roots,black,soft(OH) �/ 10– .7-L..—..=-'. 2 M y� SS 18 69 11 END OF BORING / \ 0 1- 0 0 _I J • DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS 1- NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER 0_ 0-9%' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THEATTACHED 3/24/16 2:00 8.5 7.0 8.2 5.8 SHEETS FOR AN 4 s 3/24/16 2:15 11.0 9.5 10.3 10.2 EXPLANATION OF BORING 3/25/16 8:00 3.8 TERMINOLOGY ON O COMPLETED: 3/24/16 9.59.9 r THIS LOG a DR: DS LG: JMMRig: 1C 03/2011 01-DHR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG ImmoTESTING, INC. AET No: 01-06773 Log of Boring No. 26 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH IN Surface Elevation 917.6 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION _ TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand, a little gravel, silty FILL 1 sand and lean clay,trace roots,grayish brown,a 8 M SS 16 10 2 little gray and dark brown FILL,mostly clayey sand, a little gravel, silty 8 M SS 12 12 3 sand and lean clay,trace roots,brown,a little 4 `brownish gray and grayish brown FILL,mixture of clayey sand and sandy lean X 17 5 clay,a little gravel and silty sand,grayish brown, 4 M SS 10 6 a little dark brown,brown and brownish gray / FINE 45 LEAN CLAY,trace roots, grayish brown, a little /�ALLUVIUM 7 brownish gray, soft, laminations of sand(CL) �: . OR FILL � 17 fill) • .,TILL OR 5 MX SS 10 8 (possible 17 ��FILL 9 CLAYEY SAND, a little gravel,trace roots, /jTILLbrown,a little dark brown and gray,firm(SC) 10 (possible fill) 6 M X SS 14 17 11CLAYEY SAND, a little gravel,gray,firm(SC) � CLAYEY SAND,a little gravel,brownish gray mottled,firm(SC) END OF BORING F 1- o 0 J J 7 t DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-9'/z' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0 M3/25/16 10:30 11.0 9.5 10.9 None SHEETS FOR AN h. EXPLANATION OF o0BORING TERMINOLOGY ON COMPLETED: 3/25/16 THIS LOG a DR: SG LG: TPM Rig: 68C 03/2011 O 1-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG =mumTESTING, INC. AET No: 01-06773 Log of Boring No. 27 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH Surface Elevation 919.8 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand, a little gravel,sandy FILL 1 — lean clay and silty sand,trace roots,dark brown, 9 M X SS 16 12 2 a little brown X FILL,mostly sandy lena clay, a little gravel, 13 M SS 10 21 3 — trace roots,dark grayish brown (-:" 4 CLAYEY SAND, a little gravel,grayish brown, TILL \--) 5 — a little gray and brown,stiff, laminations of 14 M X SS 12 14 6 _ sandy silt(SC) / 8 — / \ 13 M X SS 14 14 9 CLAYEY SAND, a little gravel,dark grayish X 10 — brown,a little brown,very stiff,laminations of 1 18 M SS 14 17 I1sandy silt(SC) END OF BORING 0 1- 0 0 J w>J - DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO Lu DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-9Y2' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL a_ 3/25/16 10:00 11.0 9.5 10.5 None SHEETS FOR AN EXPLANATION OF FD BORING TERMINOLOGY ON o COMPLETED: 3/25/16 THIS LOG F- DR: SG LG: TPM Rig: 68C 03/2011 O 1-DFIR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG ImmoTESTING, INC. AET No: 01-06773 Log of Boring No. 28 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH SIN urface Elevation 915.3 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand,a little gravel and FILL 1 — sandy lean clay,trace roots, grayish brown, a 6 M SS 16 15 2 little dark brown FILL,mostly clayey sand,a little gravel,sand 8 M SS 14 12 3 — and silty sand, grayish brown 4 FILL,mostly sand with silt,a little gravel and 5 — sapric peat,brownish gray, a little black 3 W X SS 10 6 - 7 _ LEAN CLAY,slightly organic,dark brownish % FINE \/ 8 — gray,stiff,laminations of sand(CL) %ALLUVIUM 1 M X SS 12 49 / \ 9 CLAYEY SAND WITH ORGANIC FINES, a I MIXED \ 10 — little gravel,dark brownish gray,very soft, ALLUVIUM 1 M x SS 5 33 11 --lenses and laminations of silty sand(SC) END OF BORING a I- o 0 1 v DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED a 0-9W 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL o MN. 3/25/16 12:44 6.0 4.5 4.8N. L. 4 3 SHEETS FOR AN 3/25/16 12:55 11.0 9.5 9.7 9.0 EXPLANATION OF ooBORING TERMINOLOGY ON COMPLETED: 3/25/16 THIS LOG a DR: SG LG: TPM Rig: 68C 03/2011 01-DHR-060 AiAMERICAN ENGINEERING SUBSURFACE BORING LOG mumsTESTING, INC. AET No: 01-06773 Log of Boring No. 29 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH SIN urface Elevation 913.4 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand, a little gravel,trace FILL 22 1 \roots,brown and dark brown1.15 M SS 14 14 2 FILL,mostly clayey sand,a little gravel and silty sand,trace roots,grayish brown,a little brown 4 M SS 12 104 3 — and light brown 4FILL,mostly organic clay, a little gravel and FINE \sand ,black, a little light brown ALLUVIUM 5 LEAN CLAY,slightly organic,black, a little 3 M X SS 14 31 6 — dark gray, soft,laminations of silty sand(CL) 2 — LEAN CLAY,trace roots,slightly organic, T. black,a little brownish gray,very soft, WH M X SS 16 57 8 — laminations of sand(CL) 9 LEAN CLAY,slightly organic,pieces of wood, g Y 10 — trace roots, dark grayish brown, soft(CL) 2 M X SS 16 60 11 END OF BORING N i- 0 0 1 J= I DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED a. 0-9W 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 3/25/16 1:20 11.0 9.5 9.5 7,5 SHEETS FOR AN EXPLANATION OF it BORING TERMINOLOGY ON o COMPLETED: 3/25/16 THIS LOG a DR: SG LG: TPM Rig: 68C 03/2011 O 1-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG ammi TESTING, INC. AET No: 01-06773 Log of Boring No. 30 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH IN Surface Elevation 917.0 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL Yo-#200 FILL,mostly clayey sand, a little gravel,pieces FILL 1 — of wood,trace roots, dark grayish brown 7 M I SS 14 14 2 FILL,mostly sandy lean clay, a lithe gravel, 3 — trace roots,grayish brown and dark brown 6 M " SS 10 20 4 TILL al CLAYEY SAND, a little gravel,brown and /` 5 — brownish gray mottled,stiff,laminations of 10 M FA SS 14 14 6 — sandy silt and silt(SC) 7 II 8 — � 14 M ri SS 14 14 9ill h SANDY LEAN CLAY,a little gravel,brownish 10 — gray and grayish brown mottled, a little brown, / 14 M A SS 12 18 stiff,laminations of sandy silt(CL) A 11 - END OF BORING F 1- 0 0J J I F- °i DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0-9W 3.25" HSA Co0 3/25/16 1:55 11.0 9.5 11.0 None SHEETS FOR AN o EXPLANATION OF c- BORING TERMINOLOGY ON o COMPLETED: 3/25/16 THIS LOG a DR: SG LG: TPM Rig: 68C 01-DHR-060 03/2011 AAMERICAN ENGINEERING SUBSURFACE BORING LOG mom TESTING, INC. AET No: 01-06773 Log of Boring No. 31 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN FIELD&LABORATORY TESTS DEPTH SIN urface Elevation 916.0 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 FILL,mostly clayey sand, a little gravel,trace FILL 1 — roots, dark brown 4 M X SS 14 21 2 FILL,mostly lean clay with sand,trace roots, X 3 — brown, a little dark brown 3 M SS 12 22 4 SILTY SAND,fine grained,gray,a little brown : COARSE \ 5 — and grayish brown,moist,loose,lenses and ` ALLUVIUM 8 M y SS 12 6 — laminations of sandy silt(SM) :•: : /\\ 7 _ CLAYEY SAND, a little gravel,gray and brown • r TILL \/ mottled,firm, laminations of silty sand and 6 M x SS 16 13 8 — sandy silt(SC) �T / \ 9 CLAYEY SAND, a little gravel,brown and : 10— brownish gray mottled,firm(SC) 8 M X SS 16 15 11 END OF BORING (O I- 0 0 Jwy DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO e DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-9'/z' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 0 3/25/16 2:20 11.0 9.5 9.5 None SHEETS FOR AN s. EXPLANATION OF oBORING TERMINOLOGY ON COMPLETED: 3/25/16 01 THIS LOG w DR: SG LG: TPM Rig: 68C a 03/2011 O 1-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG immil TESTING, INC. AET No: 01-06773 Log of Boring No. 32 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTHSurface Elevation 929.2 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEETIN MATERIAL DESCRIPTION TYPE IN• WC DEN LL PL %-#200 1 —\FILL,mostly clayey sand, slightly organic,a FILL little gravel,dark brown and gray 16 M SS 18 17 2 _ FILL,mostly crushed limestone,a little silty sand,light brown and brown 12 M FA SS 17 17 3 — FILL,a mixture of clayey sand and silty sand,a 5 —\littlegravel,pieces of bituminous,dark brown FINE 1 and brown LEAN CLAY,dark brown to brown,stiff(CL) ALLUVIUM 10 M RA SS 13 23 6 — 1 7 — SILT,grayish brown,moist, loose(ML) :i 8 — 7 M p SS 15 27 9n and TILL CLAYEY SAND,a little gravel,brow 10— grayish brown mottled,iron oxide staining,firm , 8 M p SS 18 16 11 — (SC) 12--CLAYEY SAND,a little gravel,brown,a little Fri, FA� gray,stiff(SC) '`/� 9 M SS 18 15 13 =14 0 15 - 11 MFA SS 18 15 16 — ee 1 1 17 — 1 18 CLAYEY SAND,a little gravel,dark gray,stiff 0 1 19 — to very stiff(SC) ,o/°%� 20 — 14 M " SS 18 18 21 — � 111 22— 23 — 0 24— 16 M " SS 18 17 END OF BORING F ig1- 0 0 Di T. + DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO l a SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED a_ 0-23' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL h 4/22/16 12:00 24.5 23.0 24.4 None SHEETS FOR AN 9 EXPLANATION OF 5 oBORING TERMINOLOGY ON COMPLETED: 4/22/16 ", THIS LOG W DR: DS LG: DB Rig: 1C 03/2011 01-DHR-060 AAMERICAN . ENGINEERING SUBSURFACE BORING LOG TESTING, INC. ammi AET No: 01-06773 Log of Boring No. 33 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH IN Surface Elevation 929.2 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 1 —\FILL,mostly clayey sand,slightly organic,trace I FILL roots,dark brown 15 M i SS 24 24 2 FILL,mixture of silty sand and clayey sand,a little gravel,dark brown and brown /7 TILL 10 M " SS 13 16 3 — CLAYEY SAND, a little gravel,brown,stiff, 4— lenses and laminations of silty sand(SC) WP 5 — • 12 M M SS 17 15 6— 1 7— SANDY LEAN CLAY,a little gravel,brown,a j :+ little iron oxide staining,stiff to very stiff 15 M ri SS 5 17 8— (CL/SC) jktil 9— 10— 16 M FA SS 16 19 11 — al] SANDY LEAN CLAY,a little gravel,grayish %.. 117 12 brown,a little dark brown mottling,stiff(CL) 15 M FA SS 17 19 13 — 14 �� '%+ CLAYEY SAND,a little gravel,grayish brown 15 — stiff(SC) 12 M • SS 17 21 16 — � 17— !/� 1 18 — // it 1 19— 20— 12 M 't• SS 18 22 21 — ify 22 llCLAYEY SAND,a little gravel,dark gray,stiff 23 (SC/CL) 24— 15 M " SS 18 22 END OF BORING i/r' Boring offset 7'N B igI 0 0 I a- + DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS ul NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER 0-23' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED 0 4/22/16 11:00 24.5 23.0 24.4None SHEETS FOR AN EXPLANATION OF 0 0 BORING OR N ETED: 4/22/16 TERMINOLOGY ON W DR: DS LG: DB Rig: 1C THIS LOG a 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 34 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 921.9 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 No samples taken-Used Hydrovac Excavation 1 - 2- 3 - 4- 5 - 6— 7 FILL,mostly clayey sand, a little gravel,brown FILL 8— and dark brown 4 M titi SS 12 18 9— 1 17 10 ORGANIC SILT,trace roots,black,stiff(OL) r7 'SWAMP 10 M 1)11SS 12 63 11 — DEPOSIT , � 12— CLAYEY SAND,trace roots,dark brown,soft rj MIXED 13 — (SC) /ALLUVIUM 3 W i SS 18 30 14 '=+ SILTY CLAY,trace shells,gray and brown,iron FINE ALLUVIUM 15 — oxide staining,soft(CL-ML) 3 W FA SS 16 28 16— 11i 17 — 18 — 2 W " SS 18 32 19 SILT,trace roots,dark brown and gray,wet, 1 20— very loose(ML) 3 W I SS 18 47 21 - 4 W FASS10 29 24 ' TILL 1 CLAYEY SAND,a little gravel,gray soft to 25 — firm,lens of wet silty sand at 25' (SC) 4 W MA SS 18 18 26— 27 — t 28— i n 29— 1 H 0 30— ///y//// 6 M p SS 18 18 J 31 END OF BORING `+ DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS F- NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER • 0-29%' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED 0 4/22/16 1:43 31.0 29.5 31.0 None SHEETS FOR AN 59 EXPLANATION OF o BORING TERMINOLOGY ON 0 COMPLETED: 4/22/16 THIS LOG 1-• DR: DS LG: DB Rig: 1C 03/2011 01-DHR-060 itAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. mom AET No: 01-06773 Log of Boring No. 35 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 923.4 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 No samples taken-Used Hydrovac Excavation 1 - 2- 3 - 4- 5 - 6— 7 FILL,mostly silty sand,a little sandy lean clay FILL \/ 8— and gravel,brown 10 M X SS 12 16 9 CLAYEY SAND,a little gravel,brown and gray TILL 10 — mottled,a little iron oxide staining,stiff(SC) 10 M X SS 18 19 11 — 12— \/ 13 — 11 M x SS 18 18 14— X. . / \ 15 — CLAYEY SAND,a little gravel,grayish brown, %! 13 M SS 18 19 stiff,laminations of silty sand(SC) X 16 — 17— 18 CLAYEY SAND,a little gravel,dark gray,stiff /: . . 19— (SC) 20— 11 M X SS 18 19 21 — 22— . 111 23 — X / 24— 15 M X SS 18 16 END OF BORING J�/ co 1- o J 7 • DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS U NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER 0_ 0-23' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED 4/21/16 1:50 24.5 23.0 24.5 None SHEETS FOR AN s 4/22/16 8:25 24.5 23.0 24.4 9.9 EXPLANATION OF o0BORING TERMINOLOGY ON COMPLETED: 4/21/16 F THIS LOG a DR: DS LG: DB Rig: 1C O1-DHR 060 03/2011 AAMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 36 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH IN Surface Elevation 922.7 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS FEET ' MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 -\4"Bituminous pavement FILL I-? SU I FILL,mostly crushed limestone,light brown 16 M SS 14 14 2 FILL,mostly clayey sand,a little gravel,pieces i 3 \of bituminous,gray and brown 30 M ASS 16 11 FILL,mostly silty sand,a little gravel,pieces of 4 -bituminous,brown / 1 5 _ FILL,mostly clayey sand, grayish brown and 19 M " SS 18 brown 6 - 7– FILL,mostly clayey sand,slightly organic,trace17 roots,dark brown and grayish brown 9 M H SS 10 35 8 – 9 FILL,mostly silty sand,a little gravel,gray T. 10 – 13 M " SS 13 11 – 12_ LEAN CLAY,slightly organic,black,firm(CL) /FINE ALLUVIUM 8 M H SS 16 27 13 – 1 144– 15 – CLAYEY SAND,grayish brown,soft,lense of /MIXED 3 W SS 18 21 silty sand(SC) ALLUVIUM H 16- 17 18 CLAYEY SAND,grayish brown,a little brown, %/TILL 19– firm(SC) 20– ;/yl 8 M H SS 16 18 21 – 22– 23 CLAYEY SAND, a little gravel,gray, firm(SC) V, 6 M H SS 13 17 24— END OF BORING 1- 0 0 'SL h `+ DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS Lu NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER a 0-23' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED el 4/21/16 10:35 16.0 14.5 15.5 13.0 SHEETS FOR AN 4 0 4/21/16 10:46 16.0 14.5 14.5 9.2 EXPLANATION OF 22 BORING 4/21/16 11:00 26.0 24.5 24.0 19.9 TERMINOLOGY ON o COMPLETED: 4/21/16 THIS LOG a DR: DS LG: DB Rig: 1C 01-DHR-060 03/2011 AAMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING, INC. AET No: 01-06773 Log of Boring No. 37 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTH Surface Elevation 923.8 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS III FEET MATERIAL DESCRIPTION TYPE WC DEN LL PL %-#200 �6"Concrete with rebar / FILL . SU 1 — FILL,mostly sand with silt and gravel,brown 28 M FA SS 13 2- 3 — CLAYEY SAND,a little gravel,brown,a little TILL 13 M FA SS 14 13 4— iron oxide staining,stiff(SC) 1.1 . 5 — 14 M SS 18 19 6 � M7 — CLAYEY SAND,a little gravel,brown,stiff . 8 — (SC) 14 M " SS 17 19 9— . 1 10— 11 M SS 18 20 11 12_ � 13 — 11 M " SS 18 18 14 CLAYEY SAND, a little gravel,grayish brown, : . li� 15 — a little dark brown mottlin ,very stiff(SC) 16 M FA SS 18 17 16— 17— j III 18 — 19 20— 20 M • SS 18 14 21 — 22 CLAYEY SAND,a little gravel,brown,very / — 123 stiff(SC) 24 � A •. 20 M A SS 18 13 END OF BORING P 1- a 0 7.1 T 0 `+ DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO Li, CASING CAVE-IN DRILLING WATER •-, 0-23' 3/5" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED 4/22/16 9:40 24.5 23.0 24.5 None SHEETS FOR AN 4 0 EXPLANATION OF h BORING TERMINOLOGY ON 0 COMPLETED: 4/22/16 THIS LOG W DR: DS LG: DB Rig:,1C 03/2011 01-DHR-060 AAMERICAN ENGINEERING SUBSURFACE BORING LOG NM= TESTING, INC. AET No: 01-06773 Log of Boring No. 38 (p. 1 of 1) Project: New Hope City Hall Complex; New Hope,MN DEPTHSurface Elevation 923.0 GEOLOGY N MC SAMPLE REC FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#20( �5"Bituminous pavement FILL X 1- SU 1 -FILL,mostly crushed limestone, light brown / 19 M SS 15 2— FILL,mostly sand with silt and gravel,brown 3 — 16 M SS 7 4— \/ 5 — 10 M X SS 7 7— FILL,mostly clayey sand,a little gravel,gray, \/ dark brown and brown 25 M X SS 18 12 8 — / \ 9 FILL,mixture of clayey sand and lean clay,trace \ 10— roots,grayish brown,black and gray 13 M X SS 18 12 / \ 42 11 LEAN CLAY,trace roots,black,a little gray, -FINE 12— soft(CL) ALLUVIUM 13 — CLAYEY SAND,a little gravel,light gray,soft TILL 4 M SS 17 23 14— (SC) 19 j 15 — '/' 10 MX SS 18 16 16 — � 1 17— 1 18 — CLAYEY SAND,a little gravel,gray,a little brown mottled,stiff(SC) : 1 19 — • X 120 — 13 Y. SS 18 13 21 — � 22 CLAYEY SAND,a little gravel,dark gray,stiff 24 — (SC) 24— 9 M y� SS 18 15 / END OF BORING F 8 1- 0 0 J J T_ r + DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a SAMPLED CASING CAVE-IN DRILLING WATER 0 0-23' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED N. 4/21/16 12:00 24.5 23.0 24.5 None SHEETS FOR AN 9 4/21/16 12:200 24.5 23.0 24.2 20.5 EXPLANATION OF 22 BORING TERMINOLOGY ON 0 COMPLETED: 4/21/16 HDR: DS LG: DB Rig: 1C THIS LOG a 03/2011 01-DHR-060 Report of Geotechnical Exploration and Review City Hall Building,New Hope,Minnesota AMERICAN June 22,2016 ENGINEERING Report No. 01-06773 TESTING,INC. Appendix B Geotechnical Report Limitations and Guidelines for Use Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. 01-06773 B.1 REFERENCE This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays, cost overruns, claims, and disputes. This information was developed and provided by ASFE1, of which, we are a member firm. B.2 RISK MANAGEMENT INFORMATION B.2.1 Geotechnical Services are Performed for Specific Purposes,Persons,and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique, each geotechnical engineering report is unique,prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it.And no one,not even you,should apply the report for any purpose or project except the one originally contemplated. B.2.2 Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. B.2.3 A Geotechnical Engineering Report is Based on A Unique Set of Project-Specific Factors Geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typically factors include: the client's goals, objectives, and risk management preferences;the general nature of the structure involved, its size, and configuration;the location of the structure on the site;and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise,do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored,or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation,configuration,location,orientation,or weight of the proposed structure, • composition of the design team,or • project ownership. As a general rule, always inform your geotechnical engineer of project changes, even minor ones, and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. B.2.4 Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable.A minor amount of additional testing or analysis could prevent major problems. 1 ASFE,8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733:www.asfe.org Appendix B—Page 1 of 2 AMERICAN ENGINEERING TESTING,INC Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. 01-06773 B.2.5 Most Geotechnical Findings Are Professional Opinions Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly,from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. B.2.6 A Report's Recommendations Are Not Final Do not over rely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. B.2.7 A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members'misinterpretation of geotechnical engineering reports has resulted in costly problems.Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report.Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences,and by providing construction observation. B.2.8 Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable,but recognizes that separating logs from the report can elevate risk. B.2.9 Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report,but preface it with a clearly written letter of transmittal.In the letter,advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited;encourage them to confer with the geotechnical engineer who prepared the report(a modest fee may be required)and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. B.2.10 Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their report. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions.Your geotechnical engineer should respond fully and frankly. B.2.11 Geoenvironmental Concerns Are Not Covered The equipment,techniques,and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions,or recommendations;e.g.,about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance.Do not rely on an environmental report prepared for someone else. Appendix B—Page 2 of 2 AMERICAN ENGINEERING TESTING,INC