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HomeMy WebLinkAboutHARMONY MARKET PUD SECOND FILING BLDRS SQUARE - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -REPORT OF A GEOTECHNICAL INVESTIGATION FOR BUILDER'S SQUARE FORT COLLINS, COLORADO THE NEENAN COMPANY FORT COLLINS, COLORADO PROJECT NO. 8515-90 EMPIRE LABORATORIES, INC. 301 NORTH HOWES STREET FORT COLLINS, COLORADO 80521 TABLE OF CONTENTS Tableof Contents .............................................. i Letter of Transmittal .......................................... ii Report......................................................... 1 AppendixA .................................................... A-1 Test Boring Location Plan .................................... A-2 Keyto Borings ............................................... A-3 Logof Borings ............................................... A -4 AppendixB.................................................... B-1 Consolidation Test Data ...................................... B-2 Hveem Stabilometer Data .................................... B-5 Summaryof Test Results ..................................... B -6 AppendixC.................................................... C-1 Empire Laboratories, Inc. CORPORATE OFFICE P.O. Box 503 • 301 No. Howes GEOTECHNICAL ENGINEERING & MATERIALS TESTING Fort Collins, Colorado80522 303) 484-0359 June 4, 1990 FAX No. (303) 484-0454 The Neenan Company P. 0. Box 2127 Fort Collins, Colorado 80522 Attention: Mr. James J. Brannan, Project Architect Gentlemen: We are pleased to submit our Report of a Geotechnical Investigation prepared for the proposed Builder's Square to be located on Harmony Road in southeast Fort Collins, Colorado. Based upon our findings in the subsurface, it is our opinion the site is suitable for the proposed construction, providing the design criteria and recommendations set forth in this report are met. The accompanying report presents our findings in the subsurface and our recommendations based upon these findings. Very truly yours, \ EMPIRE LABORATORIES, INC. Neil R. Sherrod %" =' Senior Engineering Geologist Reviewed by: Chester C. Smith, P.E. President cic cc: RBD, Inc. Vaught Frye Architects Branch Offices P.O. Box 16859 P.O. Box 1135 P.O. Box 1744 Colorado Springs, CO 80935 Longmont, CO 80502 Greeley, CO 80632 719) 597-21 16 (303) 776-3921 (303) 351.0460 Member of Consulting Engineers Council P.O. Box 5659 Cheyenne, WY82003 307) 632-9224 REPORT OF A GEOTECHNICAL INVESTIGATION SCOPE This report presents the results of a geotechnical evaluation prepared for the proposed Builder's Square to be located on Harmony Road east of Pace Warehouse in southeast Fort Collins, Colorado. The investigation included test borings and laboratory testing of samples obtained from these borings. The objectives of this study were to (1) evaluate the subsurface conditions at the site relative to the proposed construction, (2) make recommendations regarding the design of the substructure, (3) recommend certain precautions which should be taken because of adverse soil and/or ground water conditions, and (4) make recommendations regarding pavement types and thicknesses for the proposed parking areas, driveways and street to be constructed at the site. SITE EXPLORATION The field exploration, carried out on May 24, 1990, consisted of drilling, logging, and sampling fifteen (15) test borings. The test borings were located by Empire Laboratories, Inc. from the existing Pace building located west of the site using conventional chaining methods. The locations of the test borings are shown on the Test Boring Location Plan included in Appendix A of this report. Boring logs prepared from the field logs are shown in Appendix A. These logs show soils encountered, location of sampling, and ground water at the time of the exploration. The borings were advanced with a four -inch diameter, continuous - type, power -flight auger drill. During the drilling operations, a geotechnical engineer from Empire Laboratories, Inc. was present and made continuous observations of the soils encountered. 1- SITE LOCATION AND DESCRIPTION The site is located adjacent to the east side of the existing Pace store between Harmony Road and OakRidge Drive in southeast Fort Collins, Colorado. More particularly, the site is described as a tract of land situate in the Northeast 1 /4 of Section 1, Township 6 North, Range 69 West of the Sixth P.M., City of Fort Collins, Larimer County, Colorado. The majority of the Builder's Square site is planted in alfalfa. The property is relatively flat and slopes gently to the east and has positive drainage in this direction. The land is irrigated, and several irrigation laterals are located throughout the site. A farmhouse and associated outbuildings, garages and a large grain silo are located in the northwest corner of the site adjacent to Harmony Road. Several large trees are located in this portion of the site. An existing church is located adjacent to the southeast corner of the site at the intersection of OakRidge Drive and Lemay Avenue. The property is bordered on the west by Pace Warehouse, on the east by vacant land and on the south by the proposed extension of OakRidge Drive. A long, narrow ditch is located along the south edge of the site just north of proposed OakRidge Drive. LABORATORY TESTS AND EVALUATION Samples obtained from the test borings were subjected to testing in the laboratory to provide a sound basis for evaluating the physical properties of the soils encountered. Moisture contents, dry unit weights, unconfined compressive strengths, water soluble sulfates, swelling potentials, and the Atterberg limits were determined. A summary of the test results is included in Appendix B. Consolidation, swell -consolidation and Hveem stabilometer characteristics were also determined, and curves showing this data are included in Appendix B. 2- SOIL AND GROUND WATER CONDITIONS The soil profile at the site consists of strata of materials arranged in different combinations. In order of increasing depths, they are as follows: 1 ) Silty Topsoil and Pavement: A six (6) inch layer of silty topsoil was encountered at the surface of all but Borings 6 and 7 drilled at the site. It is recommended that the topsoil be stripped and stockpiled for reuse in planted areas and/or wasted from the site. Four (4) inches of asphalt underlain by eight (8) inches of base course were encountered at the surface of Boring 11 drilled through the existing street at the site. 2) Fill Material: A two (2) to six and one-half (6-1/2) foot layer of fill material was encountered in Borings 6 and 7. A one (1) foot layer of fill was encountered below the pavement in Boring 11. It is anticipated that the fill encountered in Borings 6 and 7 was placed in conjunction with construction of the Pace Warehouse adjacent to the west edge of the site. The fill consists of a mixture of silty and/or sandy silty clay with traces of gravel. The fill was properly placed and compacted in accordance with specifications for the Pace project. In our opinion, the fill is suitable for use as structural fill and for foundation support. The fill exhibits moderate to high bearing characteristics. When wetted and upon loading, minor consolidation of the fill material occurs. 3) Silty Clay: A layer of silty clay underlies the topsoil and/or fill in Borings 1 through 6, 8, 9 and 11 through 14 and extends to depths of two (2) to greater than fifteen (15) feet below the surface. The upper portion of the brown silty clay is dry and dense and exhibits high bearing characteristics. When wetted, the upper brown dry silty clay exhibits high swell potential; and upon loading, minor consolidation occurs. 3- 4) Sandy Silty Clay: The sandy silty clay was encountered in Borings 1, 3 through 5 and 7 through 15 at depths of one-half 1 /2) to seven (7) feet below the surface and extends to depths of seven (7) to greater than fifteen (15) feet below the surface. The red to tan silty clay contains varying amounts of sand, minor amounts of gravel and exhibits generally moderate bearing characteristics in its damp to moist natural condition. When wetted, the lower clay stratum exhibits slight swell potential; and upon loading, consolidation occurs. 5) Silty and/or Clayey Sand and Gravel: A layer of sand and gravel was encountered in Borings 1 through 5, 8, 9, 10 and 12 at depths of seven (7) to fourteen (14) feet below the surface and extends to the depths explored and/or the bedrock below. The sand and gravel is poorly graded, contains varying amounts of clay and/or silt and exhibits generally moderate bearing characteristics in its loose to dense in situ condition. 6) Siltstone Bedrock: The bedrock was encountered in Boring 3 at a depth of nineteen and one-half (19-1/2) feet and extends to greater depths. The upper one and one-half (1-1/2) feet of the bedrock is highly weathered; however, the underlying siltstone is firm to dense and exhibits very high bearing characteristics. 7) Ground Water: At the time of the investigation and twenty-four 24) hours after drilling, free ground water was encountered in Borings 1 through 9 and 12 at depths of seven (7) to thirteen and one-half (13-1 /2) feet below the surface. No free ground water was encountered in the remaining borings drilled at the site to the depths explored. Water levels in this area are subject to change due to seasonal variations and irrigation demands on and/or adjacent to the site. 4- RECOMMENDATIONS AND DISCUSSION It is our understanding that the proposed Builder's Square structure is to be a single -story, slab -on -grade building having tilt -up panel walls, a metal deck roof and forty -foot bay spacing. The finished first floor of the structure will be placed at elevation 94. This will require up to four (4) feet of fill placed below the northeast portion of the building. A maximum cut of one (1) foot will be at the southwest corner of the proposed structure. The fill will come from the proposed parking lot to the north. The area to the north and east of the building will be used for parking, and a driveway entrance onto Harmony Road will be constructed at the north edge of the site. Additional access will be from Oak Ridge Drive to be constructed westward from the existing OakRidge Drive at Lemay Avenue to where it is currently built south of the Pace site. A detention basin is planned south of the proposed building in the area of Boring 9. Site Gradinq, Excavation and Utilities Specifications pertaining to site grading are included below and in Appendix C of this report. It is recommended that the upper six (6) inches of topsoil penetrated by root growth and organic matter below building, filled and paved areas be stripped and stockpiled for reuse in planted areas. The upper six (6) inches of the natural subgrade and existing fill subgrade below building, paved and filled areas should be scarified and recompacted between optimum moisture and two percent 2%) wet of optimum moisture to at least ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78. (See Appendix C.) Finished subgrade below building and paved areas should be placed a minimum of three (3) feet above existing ground water. Fill should consist of the on -site soils or imported granular material approved by the geotechnical engineer. Fill should be placed in uniform six (6) to eight (8) inch lifts and mechanically compacted between optimum moisture and two percent 2%) wet of optimum moisture to at least ninety-five percent (95%) of 5- Standard Proctor Density ASTM D 698-78. In computing earthwork quantities, an estimated shrinkage factor of eighteen percent (18%) to twenty-three percent (23%) may be used for the on -site clays compacted to the above -recommended density. All excavations should be dug on safe and stable slopes. The slope of the sides of the excavations should comply with local codes or OSHA regulations. The side slopes of the excavation should be maintained under safe conditions until completion of backfilling. In addition, heavy construction equipment should be kept a safe distance from the edge of the excavation. Where utilities are excavated below ground water, dewatering will be needed during placement of pipe and backfilling for proper construction. All piping should be adequately bedded for proper load distribution. Backfill placed in utility trenches in open and planted areas should be compacted in uniform lifts at optimum moisture to at least ninety percent 90%) of Standard Proctor Density ASTM D 698-78 the full depth of the trench. The upper four (4) feet of backfill placed in utility trenches under building and paved areas should be compacted at or near optimum moisture to at least ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78, and the lower portion of these trenches should be compacted to at least ninety percent (90%) of Standard Proctor Density ASTM D 698-78. Addition of moisture to and/or drying of the subsoils may be needed for proper compaction. Stripping, grubbing, subgrade preparation, and fill and backfill placement should be accomplished under continuous observation of the geotechnical engineer. Field density tests should be taken daily in the compacted subgrade, fill, and backfill under the direction of the geotechnical engineer. Cuts and fills for the proposed detention basin should be placed on slopes no steeper than 3:1. Cut areas in the detention pond should be scarified a minimum of eight (8) inches and compacted at or near optimum moisture to at least ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78. Fill in detention pond areas should consist of the on -site clay material placed in accordance with the above recommendations. For ease of construction and maintenance, the top of M the proposed detention basin should have a minimum width of ten (10) feet. To minimize erosion, the slope and bottom of the detention basin should be seeded. Pipes or apertures through the detention basin should be surrounded by a minimum of two (2) feet of the on -site clay soil compacted to ninety-eight percent (98%) of Standard Proctor Density ASTM D 698-78. GnllnAnfinn In view of the loads transmitted by the proposed structure and the soil conditions encountered at the site, it is recommended that the structure be supported by conventional -type spread footings and/or ngs and/or grade beams should be founded on the the proposed detention basin should have a minimum width of ten (10) feet. To minimize erosion, the slope and bottom of the detention basin should be seeded. Pipes or apertures through the detention basin should be surrounded by a minimum of two (2) feet of the on -site clay soil compacted to ninety-eight percent (98%) of Standard Proctor Density ASTM D 698-78. In view of the loads transmitted by the proposed structure and the soil conditions encountered at the site, it is recommended that the structure be supported by conventional -type spread footings and/or grade beams. All footings and/or grade beams should be founded on the original, undisturbed soil, existing structural fill or on newly placed structural fill extended to the undisturbed soil. All exterior footings should be placed a minimum of thirty (30) inches below finished grade for frost protection. The structural fill should be constructed in accordance with the recommendations discussed in the "Site Grading, Excavation and Utilities" section of this report. The structural integrity of the fill as well as the identification and undisturbed nature of the soil should be verified by the geotechnical engineer prior to placement of any foundation concrete. Footings and/or grade beams founded at the above levels may be designed for a maximum allowable bearing capacity of two thousand five hundred (2500) pounds per square foot (dead load plus maximum live load). To counteract swelling pressures which will develop if the subsoils become wetted, all footings and/or grade beams should be designed for a minimum dead load of seven hundred fifty (750) pounds per square foot. The predicted settlement under the above maximum loading, as determined by laboratory consolidation tests, should be less than three -fourths (3/4) inch, generally considered to be within acceptable tolerances. 7- Slabs on Grade Due to the swelling pressures exerted by the materials at subgrade, it is our opinion that the only positive solution for construction of the slab where movement will not occur is a structural floor with a void beneath it. However, the cost of this type of system may be prohibitive. It is our opinion that, with certain precautions and knowing that some risk is involved, a floating floor slab may be a reasonable alternative. If the owner is willing to assume the risk of future slab movement and related structural damage, the following recommendations may reduce slab movement and its adverse effects. Subgrade below slabs on grade should be prepared in accordance with the recommendations discussed in the "Site Grading, Excavation and Utilities" section of this report. If the subgrade below slabs on grade is allowed to dry below the required moisture, the subgrade should be rewetted or rescarified and recompacted to two percent (2%) wet of optimum moisture to the required density just prior to placement of underslab gravel and concrete. Slabs on grade exhibiting heavy floor loads should be underlain by a minimum of six (6) inches of crushed aggregate base course meeting Colorado Department of Highways Class 5 or 6 specifications compacted at or wet of optimum moisture to a minimum of ninety-five percent (95 0) of Standard Proctor Density ASTM D 698-78. See Appendix C.) Slabs on grade supporting light floor loads may be underlain by a minimum of four (4) inches of clean, graded gravel or crushed rock devoid of fines. Slabs on grade should be designed for the imposed loading and constructed structurally independent of bearing members. To minimize and control shrinkage cracks which may develop in slabs on grade, we suggest that control joints be placed every fifteen (15) to twenty (20) feet and that the total area contained within these joints be no greater than four hundred (400) square feet. In addition, if building construction is done during winter months, it is recommended that the slab on grade not be poured until the building has been enclosed and heat is available within the building area so that slab -on -grade concrete is not placed on frozen ground. This will also aid in proper curing of the slab concrete. 8- We further recommend that nonbearing partitions placed on floor slabs be provided with a one and one-half (1-1/2) to two (2) inch slip joint (either top or bottom). Slip joints reduce pressure applied by heaving floor slabs and thus minimize damage to the portion of the structure above. It is emphasized that if the subsoils are kept dry, movement of slabs on grade should be minimal. However, if moisture is permitted to reach the subsoils below the slabs, heaving will probably occur. Backfill Backfill placed adjacent to the building should consist of the on -site sandy silty clay soils or imported granular material approved by the geotechnical engineer. The backfill should be mechanically compacted in uniform six (6) to eight (8) inch lifts to a minimum of ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78 (see Appendix C) or eighty percent (80%) of Relative Density ASTM D 4253, D 4254. Free-standing foundation walls backfilled with the on -site clay soils should be designed using a hydrostatic pressure distribution and equivalent fluid pressure of fifty-five (55) pounds per cubic foot per foot depth of backfill. Retaining Walls and Light Standards Retaining walls three (3) feet or less in height constructed at the site should be backfilled with the on -site clay soils. These relatively impervious clays will help prevent surface water from reaching the backfill area. The clay backfill should be compacted in uniform lifts between optimum moisture and two percent (2%) wet of optimum moisture to a minimum of ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78. (See Appendix C.) Retaining wall structures over three (3) feet in height constructed at the site should be backfilled with approved, free -draining granular material to within one and one-half 1-1 / 2) to two (2) feet of the top of the structure. The granular backfill should be compacted to at least eighty percent (80%) of Relative MOB Density ASTM D 4253-83, D 4254-83. The granular backfill should be overlain by an untreated building paper or filter fabric to prevent the overlying backfill from clogging the filter material. The upper one and one-half (1-1 /2) to two (2) feet of backfill behind retaining walls over three (3) feet in height should consist of the on -site relatively impervious clay material compacted to the above -required density. Retaining walls backfilled with the on -site clays should be designed using a hydrostatic pressure distribution and equivalent fluid pressure of fifty-five (55) pounds per cubic foot per foot depth of backfill. Retaining walls backfilled with imported granular material should be designed using a hydrostatic pressure distribution and equivalent fluid pressure of forty (40) pounds per cubic foot per foot depth of granular backfill. The maximum toe pressure should not exceed two thousand five hundred (2500) pounds per square foot, and the bottom of the footing should be placed a minimum of thirty (30) inches below the low side finished grade for frost protection. Footings should be founded on the original, undisturbed soil or on properly compacted structural fill constructed in accordance with the recommendations discussed in the Site Grading, Excavation and Utilities" section of this report. Weep holes should be provided in the retaining wall so that hydrostatic pressures which may develop behind the walls will be minimized. Positive drainage should be provided away from the top of the wall to prevent ponding of water in the area behind the wall. It is recommended that all light standards be drilled pier type foundations. The ultimate passive pressure of the upper clay soils encountered at the site at depth Z may be expressed by the equation Pp 20OZ + 3000 pounds per square foot. The above passive pressure may be used in the design criteria for resisting lateral loads and overturning moments developed on the pier. It is suggested that a factor of safety of 3 be used in conjunction with the above equation. All piers should extend a minimum of thirty (30) inches below finished grade for frost protection. Piers should be founded on the original, undisturbed soil or properly placed fill that has been compacted to a minimum of ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78 in accordance 10- with the recommendations discussed in the "Site Grading, Excavation and Utilities" section of this report. Pavement It is our opinion that flexible pavement is suitable for the proposed pavement construction at the site. The flexible pavement alternate should consist of asphalt concrete underlain by crushed aggregate base course and select subbase or asphalt concrete underlain by plant mix bituminous base course. The design criteria described below was utilized in determining the pavement thicknesses at the site. City of Fort Collins "Design Criteria and Standards for Streets" dated July 1986 and Colorado Department of Highways "Revised Pavement Design" dated December 1, 1989 R" value - 11 Reliability Factor - Parking and Drive - .80; OakRidge Drive - .90 Serviceability Index - 2 for all parking and drive areas and 2.5 for OakRidge Drive, which is an industrial collector street 20-Year Design Life 18 kip Equivalent Daily Load Application - 5 for parking, 15 for driveways and truck loading areas, and 35 for OakRidge Drive Weighted Structural Number - 2.34 for parking areas, 2.78 for driveway areas, and 3.73 for OakRidge Drive The following minimum pavement thicknesses are recommended: Passenger Car Parking Asphalt Concrete 22" Crushed Aggregate Base Course 11" Total Pavement Thickness 132" 11- Asphalt Concrete 21" Crushed Aggregate Base Course 4" Select Subbase 8" Total Pavement Thickness 14Z" Asphalt Concrete 2" Plant Mix Bituminous Base Course 41" Total Pavement Thickness 61" Driveways and Truck Loading Areas Asphalt Concrete 3" Crushed Aggregate Base Course 13" Total Pavement Thickness 16" Asphalt Concrete 3" Crushed Aggregate Base Course 6" Select Subbase 8" Total Pavement Thickness 17" Asphalt Concrete 2" Plant Mix Bituminous Base Course 5111 Total Pavement Thickness 71" OakRidge Drive Asphalt Concrete 4" Crushed Aggregate Base Course 18" Total Pavement Thickness 22" Asphalt Concrete 4" Crushed Aggregate Base Course 6" Select Subbase 13" Total Pavement Thickness 23" 12- Asphalt Concrete 3" Plant Mix Bituminous Base Course 7" Total Pavement Thickness 10" The select subbase should meet City of Fort Collins Class 1 specifications, and the crushed aggregate base course should meet City of Fort Collins Class 5 or 6 specifications. The subgrade below the proposed asphalt pavement should be prepared in accordance with the recommendations discussed in the "Site Grading, Excavation and Utilities" section of this report. Upon proper preparation of the subgrade, the base course should be placed and compacted at optimum moisture to at least ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78. (See Appendix C.) It is recommended that the asphalt concrete and/or plant mix bituminous base course be placed in two (2) to three (3) inch lifts. All plant mix bituminous base course and asphalt concrete shall meet City of Fort Collins specifications and should be placed in accordance with these specifications. The crushed aggregate base course shall have an "R" value between 70 and 77, the plant mix bituminous base course shall have an Rt value of 90 or greater, and the asphalt concrete shall have an Rt value of 95 or greater. The "R" value of the pavement materials used should be verified by laboratory tests. Field density tests should be taken in the aggregate base course, bituminous base course, and asphalt concrete under the direction of the geotechnical engineer. Riaid Pavement A feasible pavement alternate at the site would be rigid pavement. Using the eighteen (18) kip equivalent daily load application described above, a modulus of subgrade reaction of one hundred five (105) pounds per square inch per inch based on an "R" value of 11, a design life of twenty (20) years, and concrete designed with a modulus of rupture of six hundred fifty (650) pounds per square inch, the following minimum pavement thicknesses are recommended: 13- Passenger Car Parking Nonreinforced Concrete - 5" Driveways and Truck Loading Areas Nonreinforced Concrete - 6" OakRidge Drive Nonreinforced Concrete - 6" Subgrade below proposed streets should be prepared in accordance with the recommendations discussed in the "Site Grading, Excavation and Utilities" section of this report. Concrete pavement should be placed directly on the subgrade that has been uniformly and properly prepared in accordance with the above recommendations. All concrete used in the paving shall meet ASTM specifications, and all aggregate shall conform to ASTM C-33 specifications. The concrete should be designed with a minimum modulus of rupture of six hundred fifty (650) pounds per square inch in twenty-eight (28) days. It is recommended that laboratory mix designs be done to determine the proper proportions of aggregates, cement, and water necessary to meet these requirements. It is essential that the concrete have a low water -cement ratio, an adequate cement factor, and sufficient quantities of entrained air. Joints should be carefully designed and constructed in accordance with the City of Fort Collins "Design Criteria and Standards for Streets" to ensure good performance of the pavement. It is recommended that all concrete pavement be placed in accordance with City of Fort Collins specifications. If paving is done during cold weather, acceptable cold weather procedures as outlined in the City specifications should be utilized. The concrete pavement should be properly cured and protected in accordance with the above specifications. Concrete injured by frost should be removed and replaced. It is recommended that the pavement not be opened to traffic until a flexural strength of four hundred (400) pounds per square inch is obtained or a minimum of fourteen (14) days after the concrete has been placed. 14- GENERAL RECOMMENDATIONS 1) Laboratory test results indicate that water soluble sulfates in the soil are negligible, and a Type 1-II cement may be used in concrete exposed to subsoils. Slabs on grade subjected to de-icing chemicals should be composed of a more durable concrete with low water -cement ratios and higher air contents. 2) Finished grade should be sloped away from the structure on all sides to give positive drainage. Five percent (50) for the first ten (10) feet away from the structure is the suggested slope. 3) Gutters and downspouts should be designed to carry roof runoff water well beyond the backfill area. 4) Underground sprinkling systems should be designed such that piping is placed a minimum of five (5) feet outside the backfill of the structure. Heads should be designed so that irrigation water is not sprayed onto the foundation walls. These recommendations should be taken into account in the landscape planning. 5) Footing and/or grade beam sizes should be proportioned to equalize the unit loads applied to the soil and thus minimize differential settlements. 6) It is recommended that compaction requirements in the project specifications be verified in the field with density tests performed under the direction of the geotechnical engineer. 7) It is recommended that a registered professional engineer design the substructure and that he take into account the findings and recommendations of this report. 15- GENERAL COMMENTS This report has been prepared to aid in the evaluation of the property and to assist the architect and/or engineer in the design of this project. In the event that any changes in the design of the structure or its location are planned, the conclusions and recommendations contained in this report will not be considered valid unless said changes are reviewed and conclusions of this report modified or approved in writing by Empire Laboratories, Inc., the geotechnical engineer of record. Every effort was made to provide comprehensive site coverage through careful locations of the test borings, while keeping the site investigation economically viable. Variations in soil and ground water conditions between test borings may be encountered during construction. In order to permit correlation between the reported subsurface conditions and the actual conditions encountered during construction and to aid in carrying out the plans and specifications as originally contemplated, it is recommended that Empire Laboratories, Inc. be retained to perform continuous construction review during the excavation and foundation phases of the work. Empire Laboratories, Inc. assumes no responsibility for compliance with the recommendations included in this report unless they have been retained to perform adequate on -site construction review during the course of construction. 16- APPENDIX A. 1 TEST BORING LOCATION PLAN L15MP4 P. E5 41AE:- 0FAA 0 U'4 f 15-m- -. Nw E DNV.Jer &>LTa Fq 1= L: 4`i83 • q o atJD. S 0 PizUl f7 N6. A- 2 EMPIRE LABORATORIES, INC.