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Home My Public Portal AboutORD09599 BILL NO. K i" INTRODUCED BY COUNCILMAN ORDINANCE NO. Cry� �J AN ORDINANCE OF THE CITY OF JEFFERSON, MISSOURI, AUTHORIZING THE MAYOR AND THE CLERK OF THE CITY OF JEFFERSON TO EXECUTE A CONTRACT WITH D. E. KLOCKOW AND ASSOCIATES RELATING TO SUB- SURFACE INVESTIGATION FOR THE PROPOSED CITY HALL SITE. BE IT ORDAINED BY THE COUNCIL OF THE CITY OF JEFFERSON, MISSOURI, AS FOLLOWS : SECTION 1. The Mayor and Clerk of the City of Jefferson are hereby authorized and directed to execute a written agree- ment with D. E. Klockow and Associates relating to subsurface investigation for the proposed City Hall site. SECTION 2. Said agreement shall read in words and figures as set forth in Exhibit A attached hereto and made a part hereof as though fully set forth herein. (SEE ATTACHED) SECTION 3. The consultants fee shall not exceed two thousand six hundred ($2,600. 00) dollars. SECTION 4 . This ordinance shall take effect and be in force from and after its passage and approval. Passed 3 1 3o j -i� I Approved Fri (3resi. d/nt of the C uncil Mayor ATTEST: y Clerk ONSULTIINGOGEOTECHNIICALEENGINEERS 1804 Vandiver Drive • Columbia,Mluourl 85201 • (314)474.8812 March 17, 1981 RECEIVED File No. 81-015 City of Jefferson MAR 18 1981 Department of Planning and Code Enforcement 911 East Miller Street PLANNING & CODE ENFORCEMENT Jefferson City, Missouri 65101 Attention: Mr. Thomas H. Benton Director Re: Proposal for Subsurface Investigation Proposed New City Hall Building East McCarty and Adams Streets Jefferson City, Missouri Gentlemen: In accordance with your recent request, submitted herewith is a proposal for soil and foundation engineering services for the subject project. The proposed site plan and feasibility subsurface investigation performed by others have been received and reviewed. In addition, a walk-over inspection has been made of the site, and preliminary planning and design have been discussed with Mr. Seth Evans of the Architects Alliance, Inc. It is understood that the proposed structure would consist of a two- story steel frame building with masonry exterior walls. The proposed lowest level of construction is not known at this time, and assisting the Architect with estab- lishing finish floor grades compatible with soil and ground water conditions is considered part of the scope of the work. The feasibility subsurface investigation performed by others during 1977, would be incorporated into the work and indicates the clay and silty clay soils above about E1 757 to E1 759 are stiff to very stiff and should be further explored to determine the bearing suitability of shallow foundations. Below these eleva- tions, and above the refusal level at E1 514 to E1 528, are found very soft and moist silty clays and clayey silts with sand and gravel strata immediately over- lying rock. Because of the soft nature of these soils, and the presence of both water and granular deposits, drilled pier foundations are not considered site suitable, and structure foundations should bear at levels either as high as prac- tical or on the rock surface. A mat foundation is not considered economically feasible because of the large plan area of the proposed building in relation to the anticipated relatively light framing loads. In order to explore the technical feasiblity of shallow foundations and driven pile foundations, the overlying soil, as well as subsurface bedrock needs to be drilled and sampled. In accordance with proposal requirements, the location of three additional or supplementary soil borings are given on the attached Site "B" plan. In each of the borings, soil samples would be obtained at five-ft intervals and at strata changes until the rock/refusal surface is encountered. Then, from five to ten ft of rock would be cored in each boring in order to evaluate its suitability or integrity to support a driven pile foun- dation. Mr. Thomas H. Benton, Director D. E. KLOCKOW & ASSOCIATES Planning and Code Enforcement March 17, 1981 Page Two Laboratory soil testing would consist of identification and classifica- tion tests, and determining soil liquid and plastic limits, unit dry weight, natural moisture content and shear strength for bearing capacity determinations. In addition, it is proposed to perform consolidation testing to estimate struc- ture foundation settlements for continuous strip and individual square shallow footings. The formal report of the investigation would include a brief descrip- tion of the field investigation, laboratory soil testing program, and foundation design and construction criteria. Based on subsurface conditions, the most suit- able foundation type would be recommended, in addition to allowable bearing capacities and bearing elevations. Lateral pressure criteria for structurally designing basement walls would be provided in addition to recommendations for wall and subfloor drainage. Construction considerations normally include an assessment of the suitability for reuse of excavated onsite soils, as well as any foundation construction sequence or criteria which may be required to attain the recommended design capacities. As indicated by the proposal request, it is proposed to perform these services on a standard time-and-expense basis according to the attached fee schedules. An itemized estimated cost is also attached indicating aspects of Amk the field investigation, anticipated laboratory soil tests, and the amount and classification of time expenditures and reimbursable expenses. The maximum amount not to exceed without prior written authorization is also indicated. The fee schedules should be considered current and applicable for the duration of the work. This Firm can complete the work within the schedule anticipated provided authorization to proceed is received on or before Friday, March 27, 1981. All work would be performed either by or under the direct technical supervision of Daniel E. Klockow, P.E. , Principal Engineer; a brief resume of his qualifications and professional background is attached. We appreciate the opportunity to submit this proposal for your review, and look forward to assisting you with this project. Very truly yours, D. E. KLOCKOW & ASSOCIATES t9Q. ewo—)C Daniel E. Klockow, P.E. DEK/mg Principal Engineer Enclosures: ACCEPTED: Department of Planning Code Enforcement By: i Title: Date: KLOCKOW & ASSOCIATES SCHEDULE OF LABORATORY SOIL TESTING FEES t $ AVIL Identification Visual identification. . . . . . . . . . . . . . . . . . . . 1.00 Moisture content . . . . . . . . . . . . . . . . . . . . . . 1.00 Classification Volumetric shrinkage . . . . . . . . . . . . . . . . . . . . 15.00 Liquid and plastic limits. . . . . . . . . . . . . . . . . . 18.00 Liquidity index. . . . . . . . . . . . . . . . . . . . . . . 20.00 Mechanical analyses Sieve through No. 200 sieve. . . . . . . . . . . . 20.00 Hydrometer . . . . . . . . . . . . . . . . . . . . 25.00 Combined ,sieve and hydrometer. . . . . . . . . . . 40.00 Percent passing No. 200 sieve. . . . . . . . . . . 12.00 Organic content (oven method). . . . . . . . . . . . . . . . 9.00 Bulk properties Unit dry weight •of undisturbed sample. . . . . . . . . . . . 9.00 Void ratio only. . . . . . . . . . . . . . . . . . . . . . . 30.00 Porosity only. . . . . . . . . . . . . . . . . . . . . . . . 30.00 Degree of saturation only. . . . . . . . . . . . . . . . . . 30.00 specific gravity of solids . . . . . . . . . . . . . . . . . 25.00 Consolidation and swell* One-dimensional consolidation To 8 tsf with one rebound from 8 tsf . . . . . . .110.00 To 16 tsf with one rebound from 16 tsf . . . . . .145.00 For each additional rebound/reload cycle, add. . . 35.00 One-dimensional swell Swell pressure only. . . . . . . . . . . . . . . . 35.00 Percent swell only . . . . . . . . . . . . . . . . 20.00 Swell pressure and percent swell . . . . . . . . 50.00 Shear strength Unconfined compression*. . . . . . . . . . . . . . . . . . . 18.00 Hand penetrometer cohesion estimate. . . . . . . . . . . . . 1.00 Torvane shear cohesion estimate. . . . . . . . . . . . . . . 1.00 Direct shear* Unconsolidated-undrained (Q) . . . . . . . . . . . 25.00 Additional stage, add. . . . . . . . . . 10.00 Consolidated-undrained (R) . . . . . . . . . . . . 50.00 Additional stage, add. . . . . . . . . . 20.00 Consolidated-drained (S) . . . . . . . . . . . . . 75.00 Additional stage, add. . . . . . . . . 30.00 Permeability . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sand 35.00 Silt . . . . . . . . . . . . . . . . . . . . . . . . . . . 55.00 Clay . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75.00 Earthwork and compaction Moisture-density relations Standard Proctor compaction. . . . . . . . . . . . 80.00 Modified Proctor compaction. . . . . . . . . . . . 95.00 Preparation of compacted/remolded sample . . . . . . . . . . 12.00 *Includes visual identification, moisture content and unit dry weight. CONSULTING GEOTECHNICAL ENGINEERS 13EIC D. E. KLOCKOW & ASSOCIATES SCHEDULE OF TIME EXPENDITURES AND REIMBURSABLE EXPENSES TIME EXPENDITURES Work Classification Hourly Rate Expert Witness . . . . . . . . . . . . . . . . . . . . . . . . . . $ 40.00 Professional Engineer. . . . . . . . . . . . . . . . . . . . . . . 28.00 Staff Engineer . . . . . . . . . . . . . . . . . . . . . . . . . . 22.00 Draftsman. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18.00 Technician . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18.00 Clerical . . . . . . . . . . . . . . . . . . . . . . . . . . . 12.00 REIMBURSABLE EXPENSES Item Description Unit .Cost Blueline Prints $ 11 x 17 . . . . . . . . . . . . . . . . . . . . . . . 0.50 24 x 36 1.00 Computer, University of Missouri Computer Network System Minimum charge per run. . . . . . . . . . . . . . . . . . 10.00 Charge for run exceeding minimum. . . . . . . . . . . . . cost x 1.2 Mileage. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.25 Miscellaneous materials. . . . . . . . . . . . . . . . . . . . . . cost x 1.2 Photographs and processing cost x 1.2 Postage. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . cost x 1.2 Perdiem. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35.00 Report covers and backing. . . . . . . . . . . . . . . 1.00 Telephone communication. . . . . . . . . . . . . . . . . . . . . . cost x 1.2 Photo copies, collated . . . . . . . . . . . . . . . . . . . . . . 0.20 CONSULTING GEOTECHNICAL ENGINEERS 13 =1C KLOCKOW & ASSOCIATES SCHEDULE OF FIELD INVESTIGATIONS Item Description Unit Cost Two-man survey crew, per hour. . . . . . . . . . . . . . . . . . . . $ 30.00 Field density, other testing and measurements, per hour. . . . . . . 18.00 Field engineering, bearing verification, etc. , per hour. . . . . . . 22.00 Mobilization and demobilization of truck-mounted drill, per mile 1.00 Mobilization and demobilization of water truck, per mile . . . . . . 0.50 Soil and rock drilling and sampling, per hour. . . . . . . . . . . . 65.00 Split-barrel sample jars, each . . . . . . . . . . . . . . . . . . . 0.25 Three-in. diameter, undisturbed sampling tubes, each . . . . . . . . 8.00 Cardboard core box retainer., each. . . . . . . . . . . . . . . . . . 2.00 Wooden core box retainer, each . . . . . . . . . . . . . . . . . . . 10.00 Standby delay time, per hour . . . . . . . . . . . . . . . . . . 50.00 Grout boring other than backfill, standby rate plus materials @ cost x 1.2 Replace tools, except normal wear. . . . . . . . . . . . . . . . . . cost x 1.2 Supplementary tow. . . . . . . . . . . . . . . . . . . . . . . . . . . cost Transportation and/or drilling permits . . . . . . . . . . . . . . . cost x 1.2 Removal or auger spoil and site restoration. . . . . . . . . . . . . cost x 1.2 Transport/ship soil and/or rock samples. . . . . . . . . . . . . . . cost x 1.2 Remote sensing subcontracts. . . . . . . . . . . . . . . . . . . cost x 1.2 Outside equipment rental . . . . . . . . . . . . . . . . . . . . . . cost x 1.2 Soil/rock sample storage, per month after 6 months . . . . . . . . . 10.00 CONSULTING GEOTECHNICAL ENGINEERS File No. 81-015 March 17, 1981 ESTIMATED COST OF TECHNICAL AND PROFESSIONAL ENGINEERING SERVICES Field Investigation $ Mobilization and demobilization of truck-mounted drilling rig and water truck, lump sum 300.00 Soil and rock drilling and sampling 10 hrs @ $65.00/hr 650.00 9, three-in. diameter sampling tubes @ $8.00 ea 72.00 27, split-barrel sample jars @ $0.25 ea 6.75 3, cardboard core box retainers @ $2.00 ea 6.00 2-ma da crew perdiem @ $35.00/ma da 70.00 Laboratory Soil Tests 27 visual identification @ $1.00 ea 27.00 27 natural moisture content @ $1.00 ea 27.00 36 hand penetrometer cohesion estimates @ $1.00 ea 36.00 9 torvane shear @ $1.00 ea 9.00 9 unconfined compression @ $18.00 ea 162.00 3 liquid and plastic limits @ $18.00 ea 54.00 1 consolidation @ $145.00 145.00 1 specific gravity of solids @ $25.00 25.00 Time Expenditures Professional Engineer: 4.0 hrs @ $28.00/hr 112.00 Staff Engineer: 8.0 hrs @ $22.00/hr 176.00 Technician: 13.0 hrs @ $18.00/hr 234.00 Draftsman: 8.0 hrs @ $18.00/hr 144.00 Clerical: 12.0 hrs @ $12.00/hr 144.00 Reimbursable Expenses 210 miles @ $0.25/mile 52.50 Photographs and processing, say 15.00 Postage, say 5.00 Report covers and backing: 6 @ $1.00 ea 6.00 Telephone communication, say 10.00 Photo copies: 6 x 25 @ $0.20/copy (collated) 30.00 Total Estimated Cost $ 2518.25 Cost not to Exceed without Authorization $ 2600.00 D.E. KLOCKOW & ASSOCIATES Daniel E. Klockow, P.E. , Principal Engineer Specializations Geotechnical Engineering including aspects of site evaluations and selections; go subsurface investigations; laboratory soil testing and engineering properties; soil mechanics; foundation engineering; embankment engineering; earthwork engineering; cor6struction surveillance; groundwater observation and seepage evaluation; instrumentation for earth and structure movement; machine vibra- tions and foundations; evaluation of foundation distress and failure; earth retaining structures; soil stabilization and grouting. Structural Engineering including sheeting for braced excavations; underpinning and supplementary foundation support; earth retaining structures and founda- tions. Educational Background Iowa. State University of Science and Technology, Ames, Iowa, 1966-1970, B.S. in Civil Engineering; 1970-1972, M.S. in Civil Engineering. Professional Career Structural Engineer Trainee, American Bridge Division, United States Steel Corporation, Chicago, Illinois, Summer, 1969 and 1970. Graduate Research Assistant, Engineering Research Institute, Iowa State Univer- sity of Science and Technology, Ames, Iowa, 1970-1972. Assistant Soil Engineer, Haley & Aldrich, Inc. , Consulting Geotechnical Engineers and Geologists, Cambridge, Massachusetts, 1972-1974. Staff Engineer and Project Engineer, McClelland Engineers, Inc. , Geotechnical Consultants, St. Louis, Missouri, 1974-1977. Established D.E. Klockow & Associates, January, 1977. Organizations and Affiliations Registered professional engineer: Arkansas, Illinois, Iowa, Kansas, Mississippi Missouri, Nebraska, Oklahoma and Tennessee. Registered structural engineer: Illinois. American Society of Civil Engineers, Associate Member. American Society for Testing and Materials, Member. Consulting Engineers of Columbia, Member. Iowa Academy of Science, Associate Member. Missouri Society of Professional Engineers and National Society of Professional Engineers, Member. Technical Publications and Presentations Handy, R.L. , D.E. Klockow and E.G. Ferguson,. Portable Bore-Hole Shear Strength Tester for Coal, Final Report, ERI Project No. 909-S, Engineering Research Institute, Iowa State University of Science and Technology, Ames, February, 1973. • Handy, Richard L. , John M. Pitt, Lawrence E. Engle and Daniel E. Klockow, Rock Borehole Shear Test, 17th Symposium on Rock Mechanics, ERI-77026, Iowa State University of Science and Technology, Ames, August, 1976. Klockow, D.E. , Design of a Circular Land Cofferdam, presented to the Iowa Academy of Science, 1977 Annual Session, Drake University, Des Moines, April, 1977. Klockow, D.E. , Computer Applications for Soil Related Foundation Design, presented to The Construction Specifications Institute, Columbia, Missouri, February, 1979. T.—_ ___.-�� CONSULTING GEOTECHNICAL ENGINEERS 13 _ IC. Page 73 co t a II I co w �z o Q U) I 1332l1S svgvav d... O 0 1 H kA 1 I I r 0 H I x LU _ I 1 I --'"i 1 1 I r I f �rviiiavd N N N H 0 x O � o Z u O x H CL M N 961L INVESTIGATION AND ENGINEERING SERVICES AGREEMENT Soil Engineer o Owner 0 AIA DOCUMENT G602 Architect O i PROJECT: CITY MALL DATE: March 10, 1981 Ask Jefferson City, Missouri WNER: City of Jefferson ARCHITECT'S PROJECT NO: 8042 (name,address) c/o Director Planning & Code Enforcemen�NRCHITECT: 911 Bast Miller The Architects Alliance, Inc. � TO (SOIL ENGINferson City, Missouri 65101 1431 Southwest Boulevard D. E. Klockow & Associates Jefferson City, Missouri 65101 Consulting Geotechnical Engineers (314) 636-2041 1804 Vandiver Drive Columbia, Missouri 65201 ATTENTION: Seth T. Evans, AIA (in Architect's Office) THIS DOCUMENT HAS IMPORTANT LEGAL CONSEQUENCES;CONSULTATION WITH • AN ATTORNEY IS ENCOURAGED WITH RESPECT TO ITS COMPLETION OR MODIFICATION REQUEST FOR PROPOSAL The Owner requests the Soil Engineer-to submit to the Owner a proposal for providing soil investigation and engineering services for the proposed Project at the property described below. The Soil Engineer shall submit the proposal by attaching hereto (and identifying in Article 9) the material required,and returning three signed copies of this document to the Owner. The Soil Engineer shall include with the proposal a statement defining any proposed deviations from the requirements of this document, including additions, deletions, exceptions and revisions. WAML Soil Engineer, when submitting this signed Agreement, understands that all Terms and Conditions hereof will become e ective and binding when it has been signed by the Owner and a copy is returned to the Soil Engineer. If the Owner accepts the proposal, all three copies of this document will be signed by the Owner; one will be returned to the Soil Engineer and one to the Architect. Upon execution and receipt by both parties, this document and all attachments listed in Articles 8 and 9 shall form the Agreement between the Owner and the Soil Engineer. The Soil Engineer shall hold the proposal open for acceptance by the Owner for a period of thirty (30 ) calendar days after the date of submittal to the Owner. AGREEMENT ARTICLE 1 —TERMS AND CONDITIONS 1.1 TIME: Subject to any limitations stated in the proposal, the specified investigation shall be completed and the logs and report(s) delivered to the Owner and the Architect within Thirty, ( .30 ) calendar days after written authori- zation to proceed is received. 1.2 COMPENSATION: The Soil Engineer shall attach the lump sum fee and/or rate and price schedule information to the pro- posal. The cost of the soil investigation and engineering services (including the furnishing of all materials, apparatus, labor and any required insurance) for soil boring and other exploration procedures, sampling, field and laboratory testing, and preparing and submitting boring logs and report(s), shall be based upon the method checked below: fR A stipulated sum for all work, based on the quantity and depths of borings requested, with adjustments to the stipulated sum being computed in accordance with the Soil Engineer's attached rate schedule if changes in the work are authorized. 100 A stipulated sum for mobilization and demobilization including travel and per diem expenses, plus footage prices for field borings in soil and rock, and unit prices for field and laboratory tests, plus a stipulated sum for engineering reports and evaluation.A schedule of footage and unit prices shall be attached. • Charges computed in accordance with the Soil Engineer's current attached rate schedule stating the maximum amount of cost that will be incurred without prior written authorization by the Owner. • Other(specify): If work requested by the Architect pursuant to Article 4 involves additional charge, prior written approval of the Owner shall be obtained before proceeding. AIA DOCUMENT G602•SOIL INVESTIGATION ENGINEERING SERVICES AGREEMENT• )UNE 1979 EDITION• AIAa m 1979• THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.W., WASHINGTON, D.C. 20006 G602-1979 1 1.3 BILLING AND PAYMENT: 1.3.1 Billing for the investigation shall be as checked below: (I to the Owner's address above,with a copy to the Architect. ❑ to the Owner in care of the Architect,in duplicate, at the Architect's office address. 1,3.2 Payment shall be made as follows: • Within 30 days after Owner's receipt of Soils Engineer's report and Company's statement for services performed. 1,4 INSURANCE:The Soil Engineer shall effect and maintain insurance for protection from claims under Workers' Compensa- tion Acts; claims for damages because of bodily injury including personal injury, sickness or disease, or death of employees or of any other person; and from claims for damages because of injury to or destruction of tangible property including loss of use resulting therefrom. The Soil Engineer's proposal shall state the coverages and limits of liability insurance that will be maintained for protection from claims arising out of the performance of professional services and caused by any errors, omissions or negligent acts for which the Soil Engineer may be legally liable. Certificates of Insurance evidencing the above coverages shall be made available at the Owner's request. 1.5 QUALIFICATIONS: All work shall be performed by qualified personnel under the supervision of a Registered Professional Engineer, and the report(s) submitted shall bear such Engineer's seal and certification to that effect. 1.6 REPORTS AND LOGS: Deliver one copy of Soil Report(s) and logs to the Owner and 3 copies to the Architect. It is understood that the Owner, or the Architect in the Owner's behalf, may make and distribute copies of the reports and boring logs as necessary in connection with the proposed Project without incurring obligation for additional compensation. ARTICLE 2—PROPERTY INFORMATION PROVIDED BY OWNER 2.1 Legal Description: Not Available 2.2 Common Description: Property bounded by Monroe Street on the north, McCarthy Street to the east, Adams Street on the south and an alley to the west. 2.3 Property Name and Address: Not Available 2.4 Property lines and means of access are shown on the attached drawings and identified in Article 8. Site access is provided by the arrangement checked below: El The Owner has title to this property and the right of entry for this subsurface investigation, ❑ The Owner has secured permission from the present owner and tenant for entry to the property for this subsurface investigation,subject to the following conditions: The present owner is: The present tenant is: Other conditions: ® The Soil Engineer shall contact the following person(s) in order to schedule site access and make necessary arrange- ments: Architect ❑ Other(specify): AIA DOCUMENT 6602•SOIL INVESTIGATION ENGINEERING SERVICES AGREEMENT • JUNE 1979 EDITION• AIAO 0 1979• THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.w., WASHINGTON, D.C. 20006 Ci602---1979 2 ARTICLE 3—PROJECT INFORMATION 3.1 The Architect has attached materials to this form in accordance with the option checked below: 3.1.1 Preliminary investigation and report. Prior to commencing building design, a preliminary analysis is required. Project information is limited to: �i 0 ❑ A site plan showing building locations being considered,suggested locations of a minimum number of borings, and the minimum depth of each boring, ($ A general description of the building type being considered is provided as an attachment hereto and identified in Article 8, ❑ Other(specify): ❑ 3.1.2 Design Investigation and Report. • A site plan showing property lines, means of access to the site,proposed outline and location of the building. • Information regarding existing structures which may be affected by the proposed construction. • Other (specify): ARTICLE 4—SAMPLING AND TESTING 4.1 BENCHMARKS shall be established as checked below: ® Benchmark elevation 564.45feet, located See Art. 9 shall be used as reference for ground elevations. ❑ The Soil Engineer shall establish a benchmark at the site, record its location, and reference its elevation to ❑ National Vertical Geodetic Datum (NVGD) 1929; or❑ official town datum; or ❑ BORINGS: 4.2.1 The borings proposed by the Soil Engineer, their location and depth, shall be shown on a sketch accompanying the Soil Engineer's proposal. If the Soil Engineer finds it necessary to change the location or depth of any of thpse proposed borings, the Architect shall be notified and a new location or depth shall be agreed upon between the Architect and the Soil Engineer. 4.2.2 If unusual conditions are encountered, including, but not limited to, unanticipated materials which cannot be pene- trated by standard sampling equipment, the Soil Engineer shall immediately consult with the Architect. When requested by the Architect, core drill into the material as required to establish recommended footing elevations. 4.2.3 The Soil Engineer shall advise the Architect as to any further exploration and testing required to obtain information that the Soil Engineer requires for a professional interpretation of subsoil conditions at the building site and shall perform such additional work as authorized by the Owner after consultation with the Architect. The extent of exploration undertaken shall be consistent with the scope of the Project indicated by the information given above and any drawings attached hereto. Sampling operations for both disturbed and undisturbed samples shall be in accordance with recommended ASTM and other procedures, and as necessary to produce the information required for the report(s). 4.3 DRILLING AND SAMPLING METHODS: 4.3.1 Unless otherwise stipulated, drilling and sampling will be performed in accordance with current applicable ASTM and other standards, including, but not limited to, ASTM D1586, D1587 and D2113. Samples of soil shall be taken at the ground surface,at two feet below existing grade and at each change in soil stratification or soil consistency, but not further apart than five feet in each of the borings unless otherwise specified on the boring drawing(s). Where clayey cohesive soils are encountered, thin-walled tube samples shall be taken of representative strata. Split-spoon samples shall be placed in sealed jars labeled with the following information: (1) boring number, (2) sample num- ber, (3) sample depth, (4) blows per foot required to drive sample, (5) date, (6) Project name, and (7) Soil Engineer's name. 4.3.2 Rock cores shall be not less than 1316" in diameter, and shall be placed in core boxes properly labeled as indicated above, 4.3.3 The samples shall be preserved and field logs prepared either by a Soil Engineer or by an experienced Soil Tech- nician acting under the supervision of a Soil Engineer. 4.3.4 The Soil Engineer shall notify the Architect before drilling equipment is removed from the site and advise the Architect as to the field description of soil conditions encountered. The Soil Engineer shall perform such additional borings or other exploration as may be authorized by the Owner after consultation with the Architect. AIA DOCUMENT G602-SOIL INVESTIGATION ENGINEERING SERVICES AGREEMENT- )UNE 1979 EDITION- AIAC 0 1979 9 THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.W., WASHINGTON, D.C. 20006 6602—1979 3 4.4 PROTECTION OF PROPERTY: The Soil Engineer shall contact the Owner and all utility companies for information regard- ing buried utilities and structures, shall take all reasonable precautions to prevent damage to property, visible and con- cealed, and shall reasonably restore the site to the condition existing prior to the Soil Engineer's entry, including, but not limited to, backfilling of borings, patching of slabs and pavements, and repair of lawns and plantings. Each boring should be plugged temporarily, pending additional ground water readings. At the completion of the ground water readings, the borings should be permanently plugged, including patching of slabs and pavements. WICLE S—FIELD AND LABORATORY REPORT 5.1 FORMAT: 5.1.1 All segments of the report covering the investigations and analyses shall be made on white paper, Sys x 11 inches, suitable for photocopying and bound in booklet form. If larger drawings are absolutely necessary, they shall be folded and bound into the booklet. Written reports and analyses shall be on the Soil Engineer's letterhead. Each drawing shall carry a title block which contains the Project name and location, the Soil Engineer's name and address, the date of the subsurface investigation, the date of the drawings, the initials of the person in charge of the crew making the investigation, the initials of the drafter, and the initials of the Professional Engineer who is the responsi- ble checker. 5.2 FIELD AND LABORATORY REPORTS: ER 5.2.1 All data required to be recorded according to the ASTM or other standard test methods employed shall be obtained, recorded in the field and referenced to boring numbers; soil shall be classified in the field logs-in accordance with current applicable ASTM and other standards, including, but not limited to, ASTM D2488, but the classification for final logs shall be based on the field information, plus results of tests, plus further inspec- tion of.samples in the laboratory by the Soil Engineer preparing the report. �I 5.2.2 Include with the report a chart illustrating the soil classification criteria and the terminology and symbols used on the boring logs. ' ® 5.2.3 Identify the ASTM or other recognized standard sampling and test methods utilized. I ® 5.2.4 Provide a plot plan giving dimensioned locations of test borings. M 5.2.5 Provide vertical sections for each boring plotted and graphically presented showing number of borings, sam- pling method used, date of start and finish, surface elevations, description of soil and thickness of each layer, depth to loss or gain of drilling fluid, hydraulic pressure required or number of blows per foot (N value), and, where applicable, depth to wet cave-in, depth to artesian head, ground water elevation and time when water reading was made (repeat observation after 24 hours), and presence of gases. Note the location of strata con- taining organic materials, wet materials or other inconsistencies that might affect engineering conclusions. Ig 5.2.6 Describe the existing surface conditions and summarize the subsurface conditions found to be present. 5.2.7 Provide a profile of rock or other bearing stratum. ❑ 5.2.8 Analyze the probable variations in elevations and movements of subsurface water due to seasonal influences. M 5.2.9 Report all laboratory determinations of soil properties. 12 5.2.10 Other(specify): Determine Atterberg Limits � I 5.3 DISPOSITION OF SAMPLES: 5.3.1 After all laboratory tests have been completed: ❑ Samples may be discarded. ® Samples shall be shipped to the Architect's office,or other location, as directed. • Samples shall be retained at the Soil Engineer's office, and remain open to inspection (until the end of the bid- ! + ding phase) (until foundation installation is complete). • Other(specify): AIA DOCUMENT 6601•SOIL INVESUGATION ENGINEERING SERVICES AGREEMENT•JUNE 1979 EDITION• AIAG 0 1979• THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.W., WASHINGTON, D.C. 20006 6602-1979 4 ARTICLE 6--FOUNDATION ENGINEERING EVALUATION AND RECOMMENDATIONS 6.1 The Soil Engineer shall analyze the information developed by investigation or otherwise available, including any aspect of the soil conditions which may affect design and construction of proposed structures, and shall consult with the Architect on the design requirements of the Project. Based on such analysis and consultation, the Soil Engineer shall submit a pro- fessional evaluation, recommendations and specification language for the necessary areas of consideration, including, but not limited to, the following: �(2 6.1.1 Foundation support of the structure and slabs, including soil bearing pressures, bearing elevations, foundation design recommendations and anticipated settlement. Q 6.1.2 Anticipation of,and management of,groundwater. ❑ 6.1.3 Lateral earth pressures for design of walls below grade,including backfill,compaction and subdrainage,and their requirements. Q 6.1.4 Soil material and compaction requirements for site fill, construction backfill, and for the support of structures and pavement. ❑ 6.1.5 Pavement design. ❑ 6.1.6 Design criteria for temporary excavation,,temporary protection such as sheet piling, underpinning and temporary dewatering systems. ❑ 6.1.7 Stability of slopes. ❑ 6.1.8 Seismic activity. ❑ 6.1.9 Frost penetration depth and effect. ❑ 6.1.10 Analysis of the effect of weather and/or construction equipment on soil during construction. 1 6.1.11 Analysis of soils to ascertain presence of potentially expansive, deleterious, chemically active or corrosive mate- vials or conditions,or presence of gas. ❑ 6.1.12 Specification clauses for each subject checked above. [1 6.1.13 Other(specify): a) Determine suitability of shallow spread footing foundation for a two story steel frame masonry exterior walls with lowest level below f grade 10'-0" (±) and with lowest level at grade. b) Determine allowable capacity for either end bearing or friction piling. c) Determining allowable bearing for caissons. ARTICLE 7—ADDITIONAL REQUIREMENTS i AIA DOCUMENT 6602•SOIL INVESTIGATION ENGINEERING SERVICES AGREEMENT• JUNE 1979 EDITION•AIAe 0 1979•THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.W., WASHINGTON, D.C. 20W6 0602—1979 5 AiT CLE 8—ATTACHMENTS BY OWNER (The owner has attached drawingt as described in Paragraphs 2.2 and 3.1 and any other documents.) 8.1 preliminary soils investigation report. 8.2 Site plan show proposed location of building. 8.3 ARTICLE 9—ATTACHMENTS BY SOIL ENGINEER (The Soil Engineer shall identify and attach the proposal,accompanying sketches and any other documents.) 9.1 Proposal dated: 9.2 Other: Benchmark: Top bolt of fire hydrant NW corner Adams and Miller Street. ARTICLE 10.=DELIVERY OF AGREEMENT Upon execution and receipt by both parties, this document and all attachments listed in Articles 8 and 9 shall form the Agree- . ment between the Owner and the,Soil Engineer. `r. cc �ted b Owner Sot Engineer Date Date .. G602—1979 6