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Home My WebLink About2015-00679 - sprinkler system 1 ' �� CITY OF ORONO * 2 0 1 5 — 0 0 6 7 9 * 2750 KELLEY PARKWAY DATE ISSUED: 06/04/2015 ORONO,MN 55356- 952 249-4600 FAX: 952 249-4616 ADDRESS : 2750 KELLEY PKWY � PIN : 33-118-23-12-0007 LEGAL DESC : CITY OF ORONO ADDN : LOT 001 BLOCK 001 PERMIT TYPE : FIRE SYSTEMS PROPERTY TYPE : COMMERCIAL-BUSINESS CONSTRUCTION TYPE : SPRINKLER SYSTEM-IN BUILDING NOTE: INSPECTIONS ARE DONE BY FIRE MARSHALL,JAMES VAN EYLL. PLEASE CALL JAMES VAN EYLL DIRECTLY AT:(952)473-9701 TO SET UP AN INSPECTION. FIRE PROTECTION REMODEL WORK FOR 4 ADDED OFFICES IN CITY HALL NO FEE PER PHONE COVERSATION LYLE OMAN WORK INCLUDES RELOCATING 2 HEADS FOR INSTALLATION OF NEW WALLS APPLICANT SUMMIT FIRE PROTECTION TOTAL 575 MINNEHAHA AVE W Payment(s) ST.PAUL,MN 55103- (651)251-1880 Minnesota State License#:BUIL-C-075 OWNER City of Orono ORONO,CITY OF 2750 KELLEY PARKWAY P.O.BOX 66 CRYSTAL BAY,MN 55323- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within I80 days of the date of issuance,or if construction is suspended for a period of I80 days at any time after work has commenced. The applicant is responsibie for assuring all required inspections aze requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. w � 5 ,��; /5 , Applicant e ' e Signature Date Issued B} ignature Date A �, AUTOMATIC FIRE SPRINKLER PERMITS Please Check One: ❑ New ❑ Addition � Remodel ❑ Replace Job Site/Owner Information: Site Address: _ Z7�G �t.�<<-y �2r�� Owner: C�kv c�- ��c'v�.c-� Mailing Address: c�ty: �-�� z�p: 5�3� Home Phone: �`t52� Z.�y_�{(,�j Alternate Phone: Contractor/Applicant Information: �_• Contractor/App.:��'� � •ti ��b•kc�-�cr. Contact Person: � �v� �i��cr�.�.�� Address: S15 1�:�,.,�.�,al-� ,�.� �� State License#: �-�7�J � G � �S City: �"�•�2v 11 Zip: �SlU3 Expiration Date: � Phone: C�� 25�- 18�7 l Alternate Phone: �CoSI� 2�4—(o(oZ� TYPES OF FIRE SPRINKLER PERMITS � Commercial—Fire Sprinkler ❑ Residential —Fire Sprinkler � I ire Systems Pennit 1=ire Systems Permit * Base Price=Contract Price: $ x.0125 =$ (Minimum$50.00) *Surcharge=Contract Price:$ x.0005 =$ �1 U �� IV '�� *Mail-In Fee(Only On Mail In Applizations) _$ 2.00 (�'�� *Total Cost of Permit: _$ L.Y(Z �y„��^ , � ��C.�� k�c1lS �r�r l�.�..� w211) �� C��.;c� . — The undersigned herby applies to the City for issuance of a Sprinkler Systems Pennit. Applicant agrees that all systems shall be designed,installed and inaintained to N.F.P.A.-13,N.F.P.A.-25,Minnesota State Building Code, Minnesota State Fire Code and Standards,and certifies that all statements made on this app�tion are coi lete,true and correct. �� .C---'�; � 22 l� Applicant ; Date � ,�l, � � RECEIVED \ MAY 2 8 2015 � � � cmr oF oRONo SUMMI FIRE PROTECTIO LETTER OF TRANSMITTAL Date: 5/22/2015 Send Via: E-Mail To: City of Orono UPS 2750 Kelley Parkway X Mail Orono, Mn 55356 1-hour Attn: Permits & Inspections Enclosed is (are): Shop Drawings Close-Out Documents Job # 1130-144210 Product Submittals Change Order Letter Job: Orono Police Dept. Remodel Request for Proposal Payment Application X Other Copies Date Description 1 5/22/2015 Permit Application These are Transmitted: For Approval Returned after use X As Requested Rejected For your Information Revise and Resubmit Approved as submitted For Review Approved as Noted For Your Use For Bids Due: Remarks: This application is for the fire protection remodel work that we are doing for the 4 added offices in City Hall. Permit application is required but no fee will be charged per phone conversation with Lyle Oman. Work is to include relocating 2 heads for installation of new walls for 4 offices. Please contact me if you have any questions with tr Signed: Dave Lodermeier 575 MINNEHAHA AVF W. 3020 40TH AVEICE�H' 418 GRLAT OAK DRIVE ST.PAUL.MN 5510 t ROCHESTER.M;�55901 ST.CLOD.MN 56387 PHONE(651)251-1880 PHONE(507)280-0622 PHONE(320)257-6390 FAX(651)251-1879 FAX(507)280-0577 FAX(320)257-6392 2�� Kec��Y ►��9-2��.,��o� , � � . � tw�r� c't4+ test�nq — corporat�on � 662 CROMWELL AVENUE ST. PAUL, MN 55114 -- PHONE 6'2/645-3601 October 14, 1991 The City of Orono P.O. Box 66 � Crystal Bay, MN 55323-0066 Attn: Mr. John Gerhardson Public Works Director Subj; Subsurface Exp(oration Program , Proposed Orono Municipal Facilities Orono, Minnesota TCT #4220 92-4026 � Dear Mr. Gerhardson: - Twin City Testing Corporation has completed a subsurface exploration program and engineering review "" for proposed municipal facilities in Orono. This project was completed in accordance with your request for our services in a letter dated September 25, 1991. We are providing you with two (2) copies of our report, as well as two (2) copies as indicated below. This report addresses the proposed buildings in the — new complex. The water storage tank and roadways are being addresse� in a separate report. - Representative soil samples obtained during the boring program will be held at this office for a period � of approximately 30 days. We will then discard the samptes unless we are notified otherwise. � Twin City Testing Corporation appreciates the opportunity of being of service to you on this project. � If you have any questions regarding this report or if you require additional information, please contact me at (612) 6�9-7397. I am also available for coordination of construction relaterl field services far your project. TWIN CITY TESTING CORPORATION Loren W. Braun, P.E. Principal Geotechnical Engineer . _ LWB/kem - Encl. cc: 2- Borman & Associates Attn: Mr. Jack Borman � . � ?.S A M!iTUAL PPOTECTION TO CLIENTS.THE PUBIIC AND OURSEL`iES.ALl TWIV CITY TESTING COFPOfaATION REPORTS ARE SUBMITTED AS THE CONFIOENTIA�PROPEnTY GF CLIENTS, Ai`!0 AUTHO�iIZA710N FOR PUBUCATION OF STATc�dENTS,CGNClUSI0N5 OR EXTRACTIONS FROM OR REGARDING Ci1R RE?OFTS IS RcSERVED PENOWG OUR PRIOF WRITTEN APPf70VAL. r � • T _ TABLE OF CONTENTS PA E 1.0 INTRODUC'TION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 1.1 Project Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.2 Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Z.0 EXPLORAT'ION PROGRAM RESLJLTS . . . . . . . . . . . . . . 2 2.1 Soil Boring Program . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.2 Surface Observations . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.3 SubSurface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.4 Groundwater Observations . . . . . . . . . . . . . . . . . . . . . . . 3 2.5 Laboratory Test Program . . . . . . . . . . . . . . . . . . . . . . . . 3 3.0 ENGINEERING REVIEW . . . . . . . . . . . . . . . . . . . . . . . 4 3.1 Project Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 3.2 Discussion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.3 Site Prepazation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 3.4 Foundation Recommendations . . . . . . . . . . . . . . . . . . . . . 7 3.5 Ground Floor Slab Support . . . . . . . . . . . . . . . . . . . . . . . 8 4.0 CONSTRUCTION CONSIDERATIONS AND OBSERVATIONS . . . . . . . . . . . . . . . . . . . . . . . . 8 5.0 FIELD EXPLORATION PROCEDURFS : . . . . . . . . . . . . . 9 � 5.1 Soil Sampling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 5.2 Soil Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 - 6.0 S'I'ANDARD OF CARE . . . . . . . . . . . . . . . . . . . . . . . . . 10 APPENDIX � � . Logs of Test Borings Geaeral Notes - Soil Ctassification Sheet � Sketch � . � . � . . C � . � � . � � , � � twm csC�r tes��nq � ---________ Y � ` SUBSURFACE EXPLORATION PROGRAM PROPOSED ORONO MUIVICIPAL FACILITIES ORONO, MINNESOTA - TCT #4220 92-4026 1.0 INTRODUCTION 1.1 Project Information We understand the proposed construction will consist of new municipal buildings for the City of Orono. Initially, plans are to construct the public works building with the other facilities constructed at a later - '° date. In this report, we present site prepazation for each of the buildings. Preparations for roadway and a water storage tank are include� in a separate report. � 1.2 Scope of Services Our scope of services for this project was in accordance with your letter to proceed dated September 28, 1991, and a boring location plan sheet provided to us. Based on this, our scope of work was limited to the following: � 1. Perform 16 standazd penetration borings to various depths to explore subsurface groundwater ` and soil conditions. ' 2. Perform a limited laboratory test program to assist in classification of the soils and " determining pertinent soil properties. 3. Prepaze a report, including the results of the exploration program, laboratory test program, • and provide recommendations. for floor slab support of the new structures, as weIl as foundation recommendations and site grading proceflures. .. � tw�n cit�.+ testinq i � i . � Page 2 - #4220 92-4026 Z 0 EXPLORATION PROGRAM RESULTS 2.1 Soil Borin�Program The soil borings were completed between September 30 and October 3, 1991, using a drill rig mounted on an all-terrain vehicle. The approximate boring locations are indicated on the attached sketch. Surface elevations at the boring locations were estimated based on a site plan showing 1' contours. 2.2 Surface Observations - The site is relatively level, with surface elevations varying between elevation 1017' and 1024', and varying betweEn 1019' and 1022' at the boring locations. Surface vegetation on the site varied between � heavily wooded areas, grassiand, and swamp deposits in the lower marsh azeas. The proposed building location avoids the marsh azea, which extends in a north-south direction across much of the site centered approximately 1/3 of the distance from the east to the west boundary. 2.3 Subsurface Conditions The subsurface conditions encountered at each test location are shown on the boring logs included in the Appendix of this report. We wish to point out that subsurface conditions at other times and � locations on the site may differ from those found at our test locations. If different conditions are encountered during construction, it is necessary you contact us so our recommendations can be reviewed. The test boring logs aiso� indicate the possible gealogic origin of the materials encountered. � tw�n ut�.+ test�nq � � __.------�-- � � � -- Page 3 - #4220 92-4U26 A review of the boring logs indicates a general soil profile at the site consisting of relatively soft fine — alluvial (water deposited) soils overlying denser lean clay and clayey sand tills (glacial deposits) with varying amounts of clay, silt and sand. N values within the fine alluvial soils indicated typically y relatively soft conditions, varying between two and six blows per foot. The N values in the till soils _ vazies typically between five and 15 blows per foot, indicating a soft to firm consistency. ^ 2.4 Groundwater Observations The borings logs were checked for possible groundwater during and at the completion of each of the _ "" borings. Several of the borings were also left open overnight and rechecked the following day. A water level was encountered between 1' and 3' below the surface, or at an approximate elevation of 1018'. � � Since the water levei recordings were made in relatively impermeable soils,some fluctuation in the actual � groundwater may be expected from those recorded. Based on the readings and observations of the site, however, it appears that the shallow groundwater condition does occur at the approximate elevation � 1018'. A more accurate determination of the groundwater level would require the installation of _. piezometers, which is beyond the scope of our work. Groundwater elevation should be expected to fluctuate both seasonally and annually. � 2.5 Laboratory Test Pro�ram -� A laboratory test program was complete� in order to assist in the evaluation of the soils. Results of the laboratory tests are include� on the boring logs at their respective locations. , � twin c�tti+ test�nq co��a�tion � ,` Page 4 - #4220 92-4026 ' 3 0 ENGINEERING REVIEW � 3.1 Project Data The engineering recommendations made in this report are based on our understanding of the project as described in the following paragraphs. The recommendations are valid for a specific set of projert conditions. If the characteristics of the project change from those indicated in this _ section, it is necessary that we be notified so we may determine whether the new conditions affect our recommendations. We understand it is proposed to construct new municipal facilities for the City of Orono. The initial portion of the construction will consist of a new public works building located in the southeast comer of the site. Located to the north of the pubiic works building at approximately the mid-point of the site " along the eastern edge, a cold storage building is proposed, and a salt storage building located further � to the north. Along the southwestern poRion of the site, a council chambers, city hall and police station _ will be designed as individual suuctures attached by walkways. The initial phase of the work will invotve construction of a public works facility only. Also completed, but not included in this repoct, were two �� soil borings for roadway, as well as three soil borings for a future water storage tank facility. Recommendations for the roadway and the water storage tank are provided in a separate report. Borings #12 through #16 are included on the sketch, however, for reference. Proposed first-floor elevations for each of the structures have been provided. We assume the construction will consist of single-story,slab-on-grade buildings without basements. Construction of basements would - not be feasible due to tt�e relatively high groundwater tab�e. We assume lighter wood-framed construction , � twin c�t�+ tes�t�nq r�r+�r..-,.�n..n t � Page 5 - #4220 92-4026 or masonry block construction with steel trussed roof for the larger public works building. Based on this type of construction, we anticipate column loads of less than 100 kips, and structural wall loadings varying betweea 2 and 6 kips per linear foot. Our design recommendations are based on providing a minimum factor of safety of at least three against a general shear failure, and limiting total and differential settlement to 1" and 1/2", respectively. 3.2 Discussion Groundwater levels as high as 1019' were recorded at some of the boring locations. As a result, a review should be made of a potential 100-year storm high groundwater level in order to maintain an acceptable clearance between the finished floor elevation and the highest potential groundwater. Based on the cunent groundwater conditions, we estimate an average elevation of approximately 1018'. Relatively soft and wet soil conditions near the surface will require excavatioas to depths of 4' to 5' in the council chamber, city office and police station azea and on the order of 2'.to 4' at the public works ` facility. Because of the relatively high water table, it will be necessary to perform some of the excavation below the water table. Because of the sensitive nature of the soils to be left in-place, it will be necessary to perform the excavation with a backhoe or dragline type of equipment. Relatively clean sand will be requirerl as a fill material near the groundwater. Reuse of the excavated material will most likely not be feasible since it is anticipate� that it will be in a very moist to wet _ condition. Significant aeration and drying would be required in order to make this a suitable structural - borrow material. � . � a � � twsn c�t� test�nq� CQfOCf?�Y_iC�ll i � � �_ ., Page 6 - #4220 92-4026 3.3 Site PreQaration As was previously indicated, the near surface soils at each of the boring locations indicated a soft, wet soil condition. As a result, based on the 11 borings in the building area, an average excavation depth of approximately 4' is required with extremes at the boring locations of 1-1/2' and 7-1/2'. The actual excavation depth may vary somewhat, and can be best judge� at the time of construction. The minimum - excavation depth at each of the boring locations is depicted in the attached Table 1. As was previously indicated, this excavation must be completed with a backhoe or dragline in order to _ _, minimize disturbance of the soil, which is not to be removed. If the underlying soils are disturbed, additional excavation depths may be required. A mass excavation is recommended for each of the x building locations in order to remove ali of the unsuitable soil below both the footings and the slab area. The excavation should extend at least 5' beyond the edge of the building, or sueh that a 1:1 oversize is � maintained below the perimeter footings, whichever is greater. In most locations, the excavation will require removal of soil below the groundwater. Dewatering may be required, or altemative excavation of soil below the water table may be required. If the excavation is completed below the water level, an experienced contractor should be utilized who is experienced in underwater excavation. Special precautions for below-water excavation are included in the Appendix. , In addition,full-time observation by a geatechnical engineer or his representative is highly recommended. Control of the groundwater by dewatering is the prefened method of construction. � � � twin c�t�r testinq . � r . ili, , .. � _ a . . ( 1�. . J • TABLE 1 " Minimum Approximate Fill Borinq Burface Excavation Excavation Floor Required Depth to Water Number Elevation Depth Elevation Elevation Structure After Excav Water Elev. 1 1020 5.0 1015. 0 1023 Council Chambers 8 . 0 2. 5 1017.5 2 1020 4.0 1016.0 1023 Council Chambers 7. 0 2.2 1017.8 3 1020 4 .0 1016. 0 1023 City Hall 7.0 2. 0 1018.0 4 1019 4.0 1015. 0 1023 City Hall 8. 0 1.0 1018.0 5 1020 5. 0 1015. 0 1023 Police 8 . 0 1.5 1018.5 6 1019 3 . 0 1016. 0 1023 Police 7. 0 1.0 1018.0 7 1021 7.5 1013 .5 1023 Public Works 9. 5 2 . 0 1019.0 8 ' 1019 • 2.0 1017. 0 1023 Public Works 6. 0 1.5 1017.5 9 1022 2.5 1019. 5 1023 Public Works 3 . 5 3 . 1 1018.9 10 1019 4. 0 1015. 0 1023 Public Works 8 . 0 2 . 5 1016.5 11 1019 1.5 1017. 5 1021 Cold Storage 3 . 5 2 .0 1017.0 AVERAGES 1019.8 3.9 1016.0 6.9 1.9 1017.9 � , . � • ' Page 7 - #4220 92-4026 Fill to replace the excavated soils must consist of a relatively ciean sand with less than 5�9 fines if it is ' to be placed below the water tabie. This clean type of sand should be used up to at least 2' above the groundwater level. Additional fill, as.required, should preferably consist of a relatively clean sand with less than 12% fines. This would consist of a soil classified as an SP or SP-SM sand. This fill should be placed in thin lifts for approximately 6" to 9" and compacted to at least 95% of the Standard Proctor density. A soil containing more fines could be used above the clean sand, but wouid be more di�cult � � to place and compact and it would be necessary to control the moisture content. The fill should be compacted to at least 95% of the Standard Proctor density within 29'a of the optimum moisture content. Based on the finished floor elevations and the estimated excavation depths, approximately 7' of fill will _ � be required on the average in the building pad azeas. 3.4 Foundation Recommendations Based on the soil conditions encountered at the boring locations, we judge that a spread footing foundation system would be the most economical method of foundation support. In our opinion, the natural soils encountered at the minimum excavation depth of footings placed�on a controlled eompacted fill placed as previousiy indicated, are competent for an allowable bearing pressure of up to 2000 pounds per square foot. Minimum footing width should be 16" and 24" for continuous and isolated column � footings, respectively. This minimum footing width should be provided even if this resuits in a bearing pressure on the soil of less than the recommended 2000 pounds per square foot maximum. Minimum footing burial depth should be 3-1/2' below exterior grade for the perimeter footings. For unheated areas and buildings, this minimum burial depth should be increased to at least 5'. Interior footings may be � place� at a minimai depth below the finished floor siab oc to frost depth�if winter constructiot� is � � proposed. _ . � . . twin cit� test�nq ' � --------.__ , � � - Page 8 - f�4220 92�026 , 3 5 Ground Floor Slab Support The recommendations provide� in the Site Preparation section should be adequate for support of the proposed floor slab. The floor slab should be designed for a soil having a modulus of subgrade reaction of 100 pci. The upper 6" of material just below the floor slab should consist of a relatively clean sand with less than SR6 passing the#200 sieve. In addition, floors which are sensitive to moisture should be provided with a vapor barrier at least 6 mils thick located between the soil subgrade and the 6" sand . layer. The purpose of the sand cushion and the vapor barrier is to minimize transmission of the moisture to the slab from the underlying soils. - a n �nNc�r�rt�TrON CONSIDERATIONS AND OBSERVATIONS As was previously noted, the soils encountered at each of the boring locations exhibit soft, wet conditions in the upper soil layers. Construction will be further complicated by a high groundwater condition. As a result, adequate dewatering or careful excavation and placement of the fill underwater will be required. Extreme caution will be required during construction not to disturb soils which are not to be removed. If soils do become disturbed by vehicle traffic, additional excavation depth may be required. The excavation and filling should be observ� by a qualified geatechnical engineer or his representative during construction. 1fie purpose of the observation is to document and test that all unsuitable material ' has been removed, and that the replacement fill is properly placed and compacted. Compaction tests should be completed on any fill as it is placed to document that adequate compaction has been accomplishe�. � � � tw�n ata+ test�nq . , ' Page 9 - #4220 92-4026 5 0 FIELD EXPLORATION PROCEDURES 5.1 Soil Sampling Soil sampling was performed in accordance with ASTM:D1586-84. Using this procedure, a 2" O.D. split barrel sampler is driven into the soil by a 140 lb weight faliing 30". Aftec an initial set of 6", the number of blows required to drive the sampler an additional 12" is known as the penetration resistance . or N value. The N value is an index of the relative density of cohesionless soils and the consistency of -� cohesive soils. - 5.2 Soil Classification -.J � As the samples were obtained in the field, they were visually and manually classified by the crew chief in accordance with ASTM:D2487-85 and D2488. Representative portions of the samples were then _ returned to the laboratory for further examination and for verification of the field classification. In addition, selected samples were submitted to a program of laboratory tests. Logs of the borings . indicating the depth and identification of the vazious strata, the N value, the laboratory test data, water level information and pertinent information regarding the method of maintaining and advancing the drill -- holes are attached. Charts illustrating the soil classification procedure, the descriptive terminology and symbols used on the boring logs are also attached. --• � tw�n c�t� test�nq �. ., Page 10 - #4220 92-4026 6 0 STANDARD OF CARE The recommendations contained in this report represent our professional opinions. 'These opinions were �� arrived at in accordance with currently accepted engineering practices at this time and location. Other than this, no warranty is imptied or intended. � - _. � � ��/i % /�/�-�/`�,_ _ V ,�y,/U�� ; This report was prepared by: ,, Loren W. Braun, P.E. ; ,%� -: � �, � This report was reviewed by: �%� �y'�=�'=��"" f�`�'!�'�'�'' • -G Leonard A. Rasmussen, P.E. . n . I �rebq c..>�,=. .ti_. ,� _ ..,_ . , �=rca►.i�� c+: �=.�'ljl� �•. .. . .. . . . . _ ..j� '�L��rl , " ' . ... . �. .�� v~ .. " " .�^t. .. . .�. .. .ra �'.�i Y:L4:li • . ... �i.�. � � _. ._..__. . J�f�' `�rv ""^`�` ...__..._. _ -.-------�----_....., ., ., °$� ��r.;�f`"i i ---�----��.r,re. 1496! tw�n c�t�+ test�nq � 1 ` • �' LOG OF TEST BORING JOB N0. 4115 91-101 VERTICAL SCALE 1" _ $' BORIN.G N0. 1 � PROJECT PROPOSED ORONO MUNICIPAL FACII,TTIES-ORONO,_MINI�IESOTA `-y DEPTH DESCRIPTION OF MATERIAL CLASSIF GEOLOGIC N SAMPLE IABORATORY TESTS FEET SURFACE ELEVATION ],020.0 ICATION ORIGIN CR WL N0. TYPE u D ll PL or - SYMBOL ROD _._ i,p LEAN CLAY, black to dark brown, soft L/OH Topsoil 7 1 SB LEAN CLAY, brown and light gray CL/CH Fine mottled, soft, a few lenses of wet to Alluvium 5 = 2 SB waterbearing sand -- 4.0 SANDY LEAN CLAY W/A LITTLE CL Till GRAVEL, brown and grdyish brown 8 3 SB mottled, soft to firm, a few lenses and laminations of silty sand and waterbearing sand 8 4 SB 15 5 SB � • I I2.0 i '� CLAYEY SAND W/A LITTLE SC i� 6 SB � GRAVEL, gray and brown mottled to gray, � firm, a few lenses of waterbearing sand --• 15 7 SB ' 16.0 -- Epd of Borin� .. I ! � � i I — NATER LEVEL MEASUREMENTS START 10-1-91 COMPLETE IO-1-91 SAMPLED CASING CAVE-IN WATER METHOD a 1O:ZO DATE TIME .DEPTH DEPTH OEPTH BAt�EO DEPTHS �EVEL 3-1/4"HSA 0'-14.5� � - 10-1 10:20 16' 14.5' --- 9' 10-1 10:25 16' ----- 7' None ' 10-1 10:35 16' ---__ _____ 3.5� NORTH: EAST: 10-1 11:45 16' ____ ____ 2.5' CREW CH I E F G. LeA�a - twin city testing . ' corporation � LOG OF TEST BORING �oe No. 4115 91-101 VERTICAI SCALE 1" _ $� BORING N0. 7 � aRo�ecT PROPOSED ORONO MLJNICIPAL FACII.ITIES-ORONO MiNNESOTA DEPTH OESCRIPTION OF MATERIAL CLASSIF GEQLOGIC o� SAMPLE 1A60RATORY TESTS fEET SURfACE ELEVATION lOZO.O ICATION ORIGIN CR NL N0. TYPE U D LL PL or — SYMBOL ROD LEAN CLAY, black to dark brown, sofr LlOH Topsoil 5 1 SB 1.5 1 SANDY LEAN CLAY, brown, light gray CL W��e1� — 2 3T mottled, soft, a few lenses of very wet silty Till 5 3 SB 4.0 sand 4 SB SANDY LEAN CLAY W/A LITTLE CL Till GRAVEL, brown and light gray mottled, 11 5 SB 7.0 fi'm I LEAN CLAY W/SAND AND A LITTLE CL Till or 6 6 SB GRAVEL, brown mottled, soft, a few Mixed ' lenses of silty sand and sand Alluvium ` ( 7 7 � SB I � ��.o i LEAN CLAY W/A LITTLE GRAVEL, CL 9 8 SB 14.0 �ray, firm i CLAYEY SAND W/A LITTLE SC Till IG.O GRAVEL, gray, firm, a few lenses of silty 1� 9 SB ' sand �End of Boring — *Obtained from adjacent borin�. � i � I _ � � � I � i � . I I —' NATER LEVEL MEASUREMENTS 57ART 10-1-91 COMPLETE IO-1-91 WATER METH00 a II:SO � DATE TIME S�P�ED CASING CAVE-IN gqILEO OEPTHS �Ey�� 3-1/4"HSA 0'-14.5' DEPTB OEPTH DEPTH -- 10-1 11:50 16' 14.5' �� 10-2 9•00 16' ---- ----- 2.2' . NORTH: EAST: CREu CHIEF Cr. LeA•fa � - � twin city testing . . corporation . � LOG OF TEST BORING JOB N0. 4115 91-101 VERTICAL SCALE 1° = 5� BORING N0. 3 � '" PROJECT PROPOSED ORONO MLTNICIPAL FACILITIES-ORONO, MINNESOTA DEPTH DESCRIPTION OF MATERIAL CLASSIF GEOLOGIC N SAMPLE LABORATORY TESTS FEET SURFACE ELEVATION lOZO.O ICATION pRIGIN CR WL N0. TYPE W D lL PL or : SYMBOL ROD LEAN CLAY, black, soft CL/OH Topsoil 6 1 SB 1.5 1 FAT CLAY, light brownish gray and brown CH Fine = •� mottled, soft Alluvium 5 2 SB � 4.0 SANDY LEAN CLAY W/A LITTLE CL Weathered 11 3 SB GRAVEL. brown and light brownish gray Till � mottled, firm, a few lenses of waterbearin; i 7.0 sand � SANDY LEAN CLAY W/A LITTLE CL Till 9 4 SB � " GRAVEL, brown mottled to brown and � I gray mottled, firm ! 14 5 SB ; I �� CLAYEY SAND W/A LITTLE SC : 14 6 SB GRAVEL, gray, firm t � � 10 7 SB " 16.0 � End of Borin� .,. I i I " ! � i � � ; � . � i .., � i :� " - WATER LEVEL MEASUREMENTS START 9-30-91 COMPLETE 9-30-91 SAMPLED CASING CAVE-IN uATER METHOD a 3:30 OATE TIME OEPTN OEPTH DEPTH BAILED OEPTHS �Ey�� 3-1/4��HSA 0'-iQ.S' 9-30 3:30 16' 14' — 12' 9-30 3:40 16' --- --- �' 9-3� 4:�0 16' ----- ----- 4' NORTH: EAST: -" 10-1 9•00: 16' —__ ____ 2' CREW CHIEF G. LeATa - . twin city testing - . corporation � . LOG OF TEST BORING JOB N0. 4115 91-101 VERTICAL SCALE 1" = 5' BORING N0. L� , � _ PROJECT PROPOSED ORONO NiUNICIPAL FACILITIES-ORONO, MINNESOTA � DEPTH DESCRIPTION OF MATERIAL CLASSIF GEOLOGIC N SAMPLE IABORATORY TESTS FEET SURFACE ELEVATION jOj9.O ICATION ORIGIN CR WL N0. TYPE U D lL PL or I - SYMBOL RCD LEAN CLAY, black to dark brown, very L/OH Topsoil 4 = 1 SB 1.5 soft = LEAN CLAY W/SAND, brown and light CL/CH Weathered gray mottled, very soft Till or 3 2 SB 4.0 Mixed CLAYEY SAND W/A LITTLE SC � Alluvium j GRAVEL, light brownish gray, firm, lenses �� Mixed 9 3 SB � �' of silty sand and waterbearin�sand '. Alluvium i 7.0 LEAN CLAY W/A LITTLE GRAVEL, CL �r�thered 10 4 SB � 8•5 brownish gray and brown mottled, firm, a • few lenses of silty sand and waterbearing SC/CL �- �� W�therecl � i and .- Till 9 5 SB � CLAYEY SAND �V/A LITTLE Till ' GRAVEL, gray, firm, a few lenses of brown silty sand below about 2-1/2' 17 6 SB 14.0 SILTY SAND, fine�_rained, brown, SM ' � Coarse I5.5 waterbearing, medium dense �� . A1 uviu 19 7 SB I - t6.0 CLAYEY SAND W/A LITTLE I . RAVBL, brown and :ray mottled, firm End of Borin; , ( .. ( � ! � , � � i � i � . I I . I � NATER LEVEL MEASUREMENTS START 9-30-91 COMPLETE 9-30-91 SAMPLED CASING CAVE-IN NATER METH00 a 1:�J ' DATE TIME DEPTN OEPTN DEPTH � BA«ED DEPTHS �EyE� 3-1/4'�HSA 0�-14.5' 9-30 1:45 16' 14.5' --- u' 9-30 1:50 16' ----- ----- 3' '� 9-30 4:�� .16� —___ _____ 1� NORTH: EAST: 10-1 9•00 16' ----- ----- 1' CREu CHIEF G. LeA�a twin city testing corporation i � S . LOG OF TEST BORING JOB N0. 4115 91-IO1 VERTICAL SCALE 1" = 5' BORING N0. j � � PROJECT PROPOSED ORONO MiJNICIPAL FACILITIES-ORONO, MIl�IIVESOTA DEPTH DESCRIPTION OF MATERIAL CLASSIF GEOLOGIC N SAMPLE LABORATORY TESTS FEET SURfACE ELEVATION jOZO.O ICATION ORIGIN CR Nl N0. TYPE U 0 LL PL or • SYMBOL ROD LEAN CLAY, black , soft CL/OH Topsoil 3 1 SB 1.5 1 2.5 CLAYEY SAND, brown and gcay mottled, SC '� Mized 3 – 2 SB ' lenses of silty sand and waterbearing sand CL uvium SANDY LEAN CLAY W/A LITTLE W��e1� I GRAVEL, brown and li;ht brownish gray Till mottled, soft 6 3 SB 7.0 SANDY LEAN CLAY W/A LITTLE CL Till 11 4 SB � GRAVEL,brown mottled to�rayish � brown, firm, a few lenses of silty sand and � waterbearin�sand 1 j j gg I 12.0 I � CLAYEY SAND W/A L1TTLE SC/CL 11 6 SB GRAVEL, gray, firm 13 7 SB I - 16.0 End of Borin, � � i � I � I NATER IEVEL MEASUREMENTS START 9-30-91 COMPLETE 9-30-91 SAMPLED CASING CAVE-IN WATER METHO� a 1Z:3O , DATE TIME DEPTH OEPTH DEPTH BAILED DEPTNS �EVEL 3-j/4°HSA O'-iQ.S' 9-30 12:30 16' 14.5' 16' None 9-30 12:35 16' — 6' None . 9-30 4:�0 '16' ----- -____ ' 1.$�. NORTH: EAST: 10-1 9•20 16' ----- --- 1.5' CREY CHIEF G. LeAfa . twin city testing corporation � LOG OF TEST BORING JOB N0. 4115 91-101 VERTICAL SCALE 1° = 5' 80RING N0. 6 � ' PROJECT PROPOSED ORONO MUI�TICIPAL FACILITIES-ORONO, NIINNESOTA =. N SAMPLE LABORATORY TES7S �INTH DESCRIPTION Of MATERIAL CLASSIF GEOLOGIC FEET SURFACE ELEVATION lOj9.O ICATION pRIG[N CR UL N0. TYPE W D LL PL or — SYMBOI ROD LEAN CLAY, black, soft CL/OH Topsoil 2 1 SB " 1.5 * 1 2 SB LEAN CLAY, brownish gray, soft CL Fine = 3 3T -- 3.0 Alluvium ? 4 SB SILTY SAND, fine to medium grained, SM ::: Coarse � SB 5.0 e�Yish brown, wet, very loose, lenses of .: Alluvium clayey sand and waterbearing sand H/CL � Fine 4 6 SB FAT CLAY, gray to brown, very soft, a few Al(uvium * � 3T � �'� lenses of silty sand and waterbearin�sand LEAN CLAY W/A LITTLE GRAVEL, CL Mixed 6 8 SB 9.0 Alluvium brown and brownish gray mottled, very soft to soft CL Fine 4 9 SB LEAN CLAY, gray, very soft Alluvium ' S 10 SB � 11 SB � - . 17.5 . 12 SB , LEAN CLAY W/SAND, gray, soft, lenses CL Mixed � 13 SB 19.0 of silty sand and waterbearin�sand ]luvium - SANDY LEAN CLAY W/A LITTLE CL Till or _ 21.0 GRAVEL, gray, firm, a few lenses of Mixed 10 14 SB waterbearinD sand uvium ** End of Boring *Obtained from adjacent borin� Weathered � _ Till NATER LEVEL MEASUREMENTS START 9-30-91 COMPLETE 9-30-91 SAMPLED CASING CAVE-IN WATER METH00 a 11:10 DATE TIME DEPTH OEPTH DEPTH. gAj�� OEPTHS �Ey�� 3-1/4�� HSA 19.5�-ZS� - 9-30 10:15 6.5' 4.5' — 1.5' � 9-30 11:10 21' 19.5' ----- 18' . 9-30 11:2� 21' — ---- ' 1' NORTH: EAST: 10-1 9:10 21' ---- ----- 1' CREW CH I E F G. Len7a � . twin city testing corporation , LOG OF TEST BORING JOB N0. 4115 91-101 VERTICAL SCALE 1" = 5' BORING N0. 7 � PROJECT PROPOSED ORONO A?[JNICIPAL FACII.ITIES-ORONO, MINNESOTA OEPTH DESCRIPTION OF MATERIAL CLASSiF GEOLOGIC N SAMPLE LABORATORY TESTS SURFACE ELEVATION 1�21.� ICATION �� FEET ORIGIN CR 41l N0. TYPE W D LL PL or -- SYMBOL RaD LEAN CLAY, black, very soft L/OH Topsoii 3 1 SB 1.5 CLAYEY SAND W/A L1TTLE SC '� '� Mixed 1 3.0 GR,e,VEL, black, dark brown and brownish �: Alluvium 8 2 SB 4.0 ray mottled, soft SM ::; Co� 3 SB SILTY SAND, fine grained, brown, wet, L/ML Alluvium oose, lenses of lean clay and sand Fine 3* 4 SB _ SILTY CLAY, light brownish gray and Alluvium 7•5 brown mottled, very soft 9.0 FAT CLAY, brown and brownish gray CH 10 5 SB mottled, firm, a fe�v lenses of waterbearing SC/CL '� ' Till nd 6 6 SB CLAYEY SAND W/A LI�'TLE GRAVEL, gray, soft, a few lenses and I laminations of silty sand and waterbearing 5 7 SB sand I � 5 8 SB � - I � � �! I � 8 9 SB � �1.5 End of Boring . I — uATER LEVEL MEASUREMENTS START 10-1-91 COMPLETE 10-1-91 SAMPLED CASING CAVE-IN WATER METHOD a 1:40 ' DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS �EVEI 3-1/4" HSA 0-19.5� - 10-1 1:40 21.5' 19.5' ---- 19' 10-1 1:50 21.5' -- 4.5' 4' I.O-2 9:00 ZI.S� ----- ' Z� NORTH: EAST: CREN CHIEF G. Lebta � twin city testing , corporation � � S �' LOG OF TEST BORING J08 N0. 4115 91-101 VERTICAL SCALE 1" = 5' BORING N0. g � PROJECT PROPOSED ORONO MiTNICIPAL FACILITIES-ORONO, MINNESOTA ~ DEPTH OESCRIPTION Of MATERIAI CLASSIF GEOLOGIC N SAMPLE LABORATORY TESTS or ou FEET SURFACE ELEVATION 1019.� ICATION ORIGIN CR WL N0. TYPE U D LL PL or -- SYMBOI R00 ��• LEAN CLAY, black to gray and black CL/OH Topsoil 4 1 SB 2 0 mottled, soft 1 SANDY LEAN CLAY W/A LITTLE CL Weathered 6 2 SB I w9 GRAVEL, brown and light gray mottled, Till soft to firm 10 3 SB � 7.0 ( SANDY LEAN CLAY W/A L1TTLE CL Till 10 4 SB GRAVEL, brown mottled to grayish ' i brown, firm j 17 � SB j i i 13.0 12 6 SB ' CLAYEY SAND W/A LITTLE SC/CL i GRAVEL, gray, firm to soft i � �' 8 7 SB � - i 16.5 i � £nd of Boring � I I � " I � .. � � � - I t � i � � I I I I . , � � I . � . -- � WATER LEVEL MEASUREMENTS START 10-2-91 COMPLETE 10-2-91 SAMPLED CAStNG CAVE-IN WATER METHOD a 11:30 DATE TIME DEPTH DEPTH DEPTH gAIlEO DEPTNS �Ey�� 3-1/4"HSA 0'-14.5' _ 10-2 11:30 16.5' 14.5' 16' � None 10-2 11:40 16.5' . None 13.5' None 10-2 1:0� 16.5' None ---- � 4' NORTH: EAST: 10-3 1•10 16.5' _-- _ _. 1.5' CRE41 CNIEF G. LeA7a � � � � twin city testing corporation LOG OF TEST BORING �oe No. 4115 91-101 VERTICAL SCALE 1" = 5� BORING N0. 9 � PROJECT PROPOSED ORONO MiJNICIPAL FACII.ITIES-ORONO, MINNESOTA DEPTH DESCRIPTION OF MATERIAL CLASSIF GEOIOGIC N SAMPLE LABORATORY TESTS � fEET SURFACE ELEVATION jO22,.0 ICATION ORIGIN CR WL N0. TYPE U D LL PL � or — SYMBOI ROD 1.0 LEAN CLAY W/SAND, black, very soft CL Topsoil 3 1 SB CLAYEY SAND, dark brown to brown, SC '� Mixed 2 SB 2•5 very soft � Alluvium SILTY SAND, fine graineci, brown and SM :: Coarse 6 3 SB grayish brown mottled wet, loose, lenses .� Alluvium and layers of lean clay and sand g 4 SB 6.5 LEAN CLAY, light gray and brown CL Fine mottled, very soft, a few lenses of silty sand Alluvium 4 5 SB and waterbearing sand 10.5 6 3T SANDY LEAN CLAY W/A LITTLE CL Weathered I. GRAVEL, brown and gray mottled, soft Till 6 7 SB � f 14.0 CLAYEY SAND W/A LITTLE SC/CL • � Till GRAVEL, gray, soft 5 8 SB - . � 1 8 9 SB I �1.5 End of Borin�_ I � i � ; 41ATER LEVEI MEASUREMENTS START 10-1-91 COMPIETE IO-1-II SAMPLED CASING CAVE-IN NATER . METH00 a 3:IS DATE TIME OEPTH DEPTH DEPTH BAI�� DEPTHS �EVEL 3-1/4'� HSA 0'-19.5' - 10-1 3:15 21.5' 19.5' ----- 18' 10-1 3:25 21.5' ----- 4' None 1�-2 9:�� 21.5� ----_ ---_ 3.I'' NORTH: EAST: CREu CHIEF G. Len�fa twin city testing corporation LOG OF TEST BORING �os ►+o. 4115 91-101 VERTICAL SCALE 1" = 5' BORING N0. 10 � "` PROJECT PROPOSED ORONO MUNICIPAL FACILITIES-ORONO, MINNESOTA DENTH DESCRIPT(ON OF MATERIAL CLASSIF GEOLOGIC N SAMPLE LABORATORY TESTS � FEET SURfACE ELEVATION 1019.0 ICATION ORIGIN CR WL N0. TYPE LI 0 LL PL or� SYMBOL R00 I LEAN CLAY, black to dark brown and CL Topsoil 5 1 SB 1.5 black mottled, soft ' _ SANDY LEAN CLAY W/A LITTLE CL Weathered 4 = � SB I GRAVEL , brownish;ray, very soft, a few Till or ** i `�'� lenses of silty sand and waterbearing sand CL Till i SANDY LEAN CLAY W/A LITTLE 7 3 SB I GRAVEL, brown and light gray mottled to ' � brown mottled, soft to firm + i 11 4 SB � � 13 5 SB � 13.0 11 6 SB CLAYEY SAND W/A L1TTLE SC/CL GRAVEL, gray, firm, a fe�v laminations of brown silty sand and waterbearing sand 10 7 SB ' - 1G.0 ,, End of Borin� **Mixed � � Ailuvium i i I i I i � . � I ( ! I I - � � i 1 � ' I " NATER IEVEL MEASUREMENTS S7ART 10-2-91 COMPLETE IO-2-II SAMPLEO CASING CAVE-IN NATER METN00 a iZ:JO � DATE TIME DEPTN DEPTN DEPTH BA�LED DEPTHS �EVEL 3-1/4" HSA 0�-14.5' _. 10-2 12:50 16' 14.5' 16' None � I 10-2 1:00 16' None 14' . 12' 10-2 2:00 16' NOne ----- 4.5' NoaTH: EAST: � 10-3 1•00 16' ----- ---- 2.5' CREU CHIEF G. LeA1a . . twin city testing corporation . , LOG OF TEST BORING , JOB N0. 4115 91-101 VERTICAL SCALE 1° = J� BORING N0. 1 1 � , P R O J E C T P R O P O S E D O R O N O M i J NI CIPAL FACILITIES-ORONO, NIIlVNESOTA � OEPTH DESCRIPTION OF MATERIAL CLASSIF GEOLOGIC N SAMPLE LABORATORY TESTS or ou FEET SURFACE ELEVATION 1019.0 ICATION ORIGIN CR 41L N0. TYPE W 0 LL PL or SYMBOL R00 LEAN CLAY, biack, soft CL/OH Topsoil � 1 SB 1.5 LEAN CLAY W/SAND AND A LITI'LE CL Weathered 1 � GRAVEL, light gray and brown mottled Till 6 2 SB 4.0 ' LEAN CLAY W/SA1�ID AND A LITTLE CL Till GRAVEL, brown and light grayish brown 10 3 SB mottled, firm 7.0 SANDY LEAN CLAY W/A LITTLE CL 10 4 SB GRAVEL, brown mottled to grayish brown, firm � 12 .5 SB I ! I 12 6 SB 14.0 I CLAYEY SAND W/A LITTLE SGCL GRAVEL, gray, firm 9 7 SB _ 1G.4 End of Boring I I I � I . � LIATER LEVEL MEASUREMENTS START 10-2-91 COMPLETE lO-Z-9I SAMPLED CASING CAVE-IN WATER METH00 a 2:�5 DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS �EVEL 3-j/4" HSA 0�-LA.S' t0-2 2:25 16.5' 14.5' ----- None� 10-2 2:30 16.5' None 13' 10.5' 10-3 1:�0 16.$' ----- ----- • 2•�' NORTH: EAST: CREW CNIEF G. Lel�fa � . twin city testing COrpOr�tiOn _ . , . LOG OF TEST BORING �oe Ho. 4115 91-101 VERTICAL SCALE 1° _ $� BORING N0. 1 7 � P R O J E C T P R O P O S E D O R O N O M i J N I CIPAL FACILITIES-ORONO,MIlVNESOTA D�NTH OESCRIPTION Of MATERIAI CLASSIF GEQLOGIC N SAMPLE LABORATORY TESTS � FEET SURfACE ELEVATION jOj9.O ICATION ORIGIN CR NL N0. TYPE W D ll PL or SYMBOL ROD LEAN CLAY, black, very soft L/OH Topsoil 3 = 1 SB 1.5 = FAT CLAY, brown and li�ht gray mottled, HlCL Fine sdfr Alluvium* 6 ? SB 4.0 SANDY LEAN CLAY W/A LITTLE CL Till � 6.0 C'�VEL, brown and brownish gray 7 3 SB j mottled, soft SGCL ( CLAYEY SAND W/A LITTLE ' GRAVEL, brown and grayish brown 6 4 SB � mottled, soft to firm j 3T � � 12 6 SB ' i t2.o � CLAYEY SAND W/A LITTLE SC/CL g � Sg � GRAVEL, gray, soft to firm, a few lenses * 8 3.I. � of siIt, lean clay, silty sand and � waterbearine sand 6 9 SB � - � � � 12 10 SB I � � 13 11 SB � i ._ � I __ ; � . i __ 11 1? SB � i � ; I i � � � 9 13 SB 31.0 End of Borin� *or '"Ihin wall sample obtained in adjacent Weathered boring Till � � — 41ATER IEVEL MEASUREMENTS S7ART IO-Z-91 COMPLETE 10-3-91 SAMPLED CASING CAVE-IN NATER METH00 a lO:2O � DATE TIME DEPTH DEPTH DEPTH BA«ED OEPTHS �EVEL 3-1/4"HSe�O'-?9.$' _ 10-3 10:20 31' 29.5' ZD' 10-3 1035 31' None Z•5' � 10-3 12:35 31' None � .9' NORTH: ' EAST: CREW CN1EF G. LeATa -twin city testing corporation £ �` LOG OF TEST BORING JOB N0. 4115 91-101 VERT I CAL SCAIE 1" = 5' BOR I NG N0. 13 � � aao�ecr PROPOSED ORONO MUrTICIPAL FACILITIES-ORONO, MINNESOTA DESCRIPTION OF MATER1Al CIASSIF GEOLOGIC N SAMPIE LA80RATORY TESTS DEPTH or ou fEET SURFACE ELEVATION 1Oj9.O ICATION ORIGIN CR WL N0. TYPE W D LL PL or � SYMBOL R00 � LEAN�CLAY, black to dark grayish brown CL/OH Topsoil 4 1 SB �.� mottled, very soft 1 FAT CLAY, light gray and brown mottled, CH/CL Fine 5 ? SB �� 4.0 SO� Alluvium* CLAYEY SAND W/A LITTLE SC/CL Weathered GRAVEL, brown, grayish brown mottled, '� Till** 4 3 SB very soft, a few lenses of silt, sand, and �'� waterbearing sand 4 3T CL Till I SANDY LEAN CLAY W/A LITTLE � 5 SB GRAVEL, brown mottled to�rayish brown, soft to firm 11 6 SB I2.0 CLAYEY SAND W/A LITTLE SGCL 10 7 SB GRAVEL, gray, firm to soft to firm, a few ' lenses of silt, silty sand and waterbearin� . sand 9 8 SB - � 7 9 SB I1 10 SB 10 11 SB 12 1� SB 31.0 � � End of Boring *or Weathered Till **or ' Mixed Alluvium '" WATER LEVEL MEASUREMENTS START IO•3-91 COMPLETE 10-3-91 SAMPLED CASING CAVE-IN WATER METH00 a 1:45 DATE TIME DEPTH DEPTH DEPTH BAILED OEPTHS �EVEL 3-1/4" HSA O'-Z9.S' y 10-3 1:45 31' 29.5' 28' 10-3 2:05 31' None � 2' 10-3 3:15 31' None � .1.5' NORTH: ' EAST: CRE11 CHiEF Cr. LeMa � twin city .testing corporation � � � LOG OF TEST BORING � JOB NO. . 4115 91-101 VERTICAL SCALE 1�� = 5� BORING N0. 1 4 � PROJECT PROPOSED ORONO M�JNICIPAL FACII,ITIES-ORONO MINNESOT� DESCRIPTION OF MATERIAI CLASSIF GEOLOGIC N SAMPLE LABORATORY TESTS D EET SURFACE ELEVATION jO19.O ICATION ORIGIN CR uL N0. TYPE U D LL PL or SYMBOL R00 I LEAN CLAY, black CL/OH Topsoil 1 HSA 2.0 1 LEAN CLAY W/SAND, light;ray and CL Weathered 5 — 2 SB dark brown mottled, soft Till 4.0 . or Mixed CLAYEY SAND W/A LITTLE SC �; Alluvium GRAVEL, brown and grayish brown 7 3 SB mottled, soft, a layer of waterbearing sand �'� atabout 5-1/2' CL Till � 4 SB SANDY LEAN CLAY W/A LITTLE GRAVEL, brown mottled, soft to firm 11 5 SB 12.0 CLAYEY SAND W/A L1TTLE SC/CL 10 6 SB GRAVEL, �ray, firm to soft to tirm, a few lenses of silty sand and silt 6 7 SB � - * 8 3T I � 8 9 SB 8 10 SB 8 11 SB i I i � I � I 11 l� $B 31.0 End of Boring "rfhin wal sample obtained in adjacent borin¢ — uATER LEVEL MEASUREMENTS START 10-3-91 COMPLETE 10-4-91 SAMPLED CASING CAVE-IN uATER METHOD a 11:�5 � DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS �EVEL 3-1/4"HSA O�-Z9.S� _ 10-4 11:15 31' 29.5' 3.5' 10-4 11:45 31' None � 1' � NORTH: ' EAST: � CRE4� CHIEF G. LeATav �' � twin city testing corporation . � , , . . LOG OF TEST BORING +JOB N0. 4115 91-IOL VERTICAL SCALE 1° = S� BORING N0. 1 j � .. PROJECT PROPOSED ORONO MUNICIPAL FACILITIES-ORONO MIlVNESOTA DESCRIPTION OF MATERIAL CLASSIF GEQIOGIC N SAMPLE IABORATORY TESTS DEPTH or Ou FEET SURFACE ELEVATION jO2j.S ICATION ORIGIN CR uL N0. TYPE W D LL PL or SYMBOL ROD LEAN CLAY, black, very soft CL Topsoil 4 1 SB 1.5 CLAYEY SAND, grayish brown and dark SC/SM : Mixed - 3.5 brown mottled, very soft, a few lenses of Alluvium 5 = 2 SB silty saad and waterbearin�sand CL Fine LEAN CLAY, li�ht gray to brown mottled, Alluvium soft, a few lenses of silty sand and silt 5 3 SB 7.0 4 SB End of Boring I i . � I - 41ATER LEVEL MEASUREMENTS � S7ART 10-2-91 COMPLETE lO-Z-I1 SAMPLED CASING CAVE-IN NATER METHOD a 9:45 DATE TIME DEPTH DEPTH DEPTH gAILED DEPTNS �EVEL 3-iIa'� HSA 0'-4.5� �- 10-2 9:45 7' 4.5' 6' None � 10-2 9:55 7' None 3.5' 10-2 1:00 7' None 2.5� � NORTH: � EAST: „ CREW CHtEF G. LeAfa tWlll Clty te$tlllb corporation , , , . LOG OF TEST BORING � �oe Ho. 4115 91-101 VERTICAL SCALE 1° _ $� BORING N0. 16 � - PROJECT PROPOSED ORONO AiU1�TICIPAL FACII,ITIES-ORONO, MINNESOTA . DEP7H DESCRIPTION OF MATERIAL CLASSIF GEOLOGIC a� SAMPLE LABORATORY TESTS Ou I fEET SURfACE ELEVATION 1022.0 ICATION ORIGIN CR ul N0. TYPE u D lL PL or ... SYMBOL R00 � SANDY LEAN CLAY, black, very sott CL Topsoil 4 1 SB . 1.5 CLAYEY SAND W/A LITTLE SC '� '� Mixed 1 3.0 GRpVEL, brown, grayish brown and dark � Alluvium 6 2 SB brown mottled, soft, a few lenses of silty SM �.: Coarse � and and waterbearing sand �. Alluvium SILTY SAND, fine grained, brown and 9 3 SB � � �rayish brown, �vet, loose to medium dense, 4 SB � lenses and layers of lean clay and waterbearing sand End of Borin� ' I - i I I � - � i . i - I � I � i � � - � i � i i i � i � � , � � I i I i � • I uATER LEVEL MEASUREMENTS START lO-Z-91 COMPLETE 10-2-91 I SAMPLED CASING CAVE-IN uATER METH00 a lO:IS � DATE T1ME DEPTH DEPTH DEPTH BAILED OEPTHS �EVEL 3-1/4" ��SA O'-4.S' 10-2 10:15 T 4.5' 4.5' � • 10-2 10:20 7' None 3' 10-2 1:00 7' NOne 2' NORTH: . EAST: CRELI CHIEF �'i. LeA�fa � twin city testing . corporatian r ^, ' CORRRELAT10tV OF PENETRATION RESISTANCE � WITH RELATIVE DENSITY AND CONSISTENCY � '' NO. OF BLOWS (N) RELATIVE DENSITY PARTICLE SIZE DISTRIBUTION , 0-4 Very loose Boulders Over 12" 5-10 Loose Cobbles 3" - 12" � SANDS I1-30 Medium dense Gravel Coarse 3/4" - 3" 31-50 Dense Over 50 Very dense Fine �4 - 3/4" CONSISTENCY Sand Coarse �4 - �10 SILTS 0-4 Very soft Medium :�10 - #40 & 5-8 Soft Fine �40 - #200 CLAYS 9-15 Firm Silt & clay -#200 Based on ptasticity , 16-30 Hard . Over 30 Very hard KEY TO DRILLING SYMBOLS � � SB - Split spoo�r sampler � HSA - Hollow stem auger 1 i�ater level , 3T - 3" Thin wall � FA - Fligh� auger � NSR - No sample recovered KEY TO SOIL CLASSIFICATION �GM - Silty gravel �CH - High plasticict� clay � �GC - Clayey gravel �OL - Low plasticity orgairic soil � GP - Poorly graded gravel �OH - High plasticity organic soil � �Fill �I PT - S►vamp deposits aSP - Poorly graded sa�rd �SP-SM - Typ1CQI dlLQI CIQSSl�1CQ110j1 �SM - Sil�y sa,rd �Limes�o�re bedrock� . �SC - Clapey sa�:d �Shale bedrock �ML - Lotiv plastici[i� sili �Smrdstone bedrock MH - High plasticit}� sil[ � ��Grmtltic or »t�lantorpJric bedrock , „ � � I . � • �CL - Low plastici[y clai� . . . .� , . - PRECAUTIONS FOR EXCAVATING AND REFILLING DURING COLD WEATHER Tlie winter season in this area presents specific provlems for foundation construction. Soils whicli are allowed to freeze undergo a moisture volu,ne expansion, resulting in a loss of density. These frost-expanded soils will consolidate upon thawing, causing settlement of any structure supported on them. To prevent this settlement, frost shoutd not Ue allowed to penetrate into the soils be- low any proposed structure. IJeally, winter excavation should 'ue lunited to areas small enough to be refilled to a grade hi�her than footins grade on the sao�e day. Typically, these areas should Ue filled to floor grade. Trench- ing back down to unfrozen soils for foundation construction can then be performed just prior to footing place�nent. Tlie excavated trenches should oe protected from freezin� by means of iii- sulating or heating during foundation coustruction. Backfilling of the foundation trenches should ._ oe perfonned i�nmediately after the below�rade foundation construction is finished. In addition. any interior footin�s, or footin�s designed witl�out frost protection should be extended belo�� frost depth, unless adequate precautions are taken to prevent frost intrusion until the buildins ca,i ue enclosed and lieated. � - In many cases, final grade cannot be attained in one day's time,even though small areas are work- ed. In the�event final grade cannot be attauied in one day's t'vne,frost can be expected to develop � overnigl�t. Tlie depth of frost penetration can ue minimized by leavine a layer of loose soil on top of the compacted material overnight. However,any frost which fonns in this loose layer, or sno�� which accumulates, should 'oe completely re�noved from the �11 area prior to compaction and ad- " 3itional soil placement. Frozen soils, or soiLs containina frozen material or snow should never be used as fill material. After the structure has been enclosed, all floor slab areas should be subjected to a�nple periods of heating to allow thawing of ihe soil syste�n. Alternatively, t}ie frozen soils can be completel�• re�noved and oe replaced with an engineered fill. The floor s1aU areas should Ue checked at ran- do.n and representative locations for remnant areas of frost,and density tests should Ue performed to document fill eompaction prior to slab placement. . Due to the potential proUlems associated with fiil placement durinQ cold weather, any fillin� operations should be monitored by a full-time, on�ite soils technician. Full-time monitorinQ � aids in detecting areas of frozen material, or potential problems wiih frozen material within , the Fll, so that appropriate measures can be taken. Tl�e choice of fill material is particularl}� important during cold weather, since clean granular fill materials can be placed and compacted more efficiently than silty or clayey sails. In addition, greater �nagnitudes of heaving can be expected with freezin�of tl�e more frost susceptiUle silts and clays. _ If :nore specific frost infonnation or cold weatller data concerning other construction �naterials is required,please contact us. , � tw�n c�t4+test�nq � . a'+o�nowwerrx�taooracora�..+c . �l r�7n (1_�'�1 _ , '. . , . , s � C . • " + �13 �— •T — • - - • - - • - - — • - - • - --� I� / y 12 � � \( #1.� � I � � �, � SOIL BORING LOCATIONS � � _ � s � rOR � m a W � ORONO MUNICIPAL FACILITI�S 3 � ORONO, h1INNESOTA I � � � �or� �4ii5 si-ioi � U � 9 �� I Z � U ( � 9 -�- � o � � °_° ' � . S �2 � � W � I � O I � I `' I #' " " LEGEND: _ � Z � I �3 0 o I A � �4 m m I t�� SOIL BORING LOCATION � I � Y �8 � Q' �� SCALE: 1" = 200' (APPROXINATELY) � � . �5 � 3 . --� _ � � �� NORTII I � � � �7 Q'r -� jj9 � � � �-- - � - - • - - . . _ _. . _ _. . _..J owc. ei-ioi FRONTACE ROAD �� t5 bi6 � tw�n c�ttir test�nq � corpwauon