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HomeMy WebLinkAboutKENNY ROGERS ROASTERS PUD - PRELIMINARY & FINAL - 6-87F - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT� .�i SUBSURFACE EXPLORATION REPORT PROPOSED RENNY ROGERS RESTAURANT EAST MONROE AND SOUTH COLLEGE AVENUES FORT COLLINS, COLORADO EEC PROJECT 1932045 � �..,. _ .. EARTH ENGINEERIN( CONSULTANTS, INC. * ..r ,r,,. �r � � � November 22, 1993 � Kenny Rogers Roasters � 11091 N. Wolff Way __ Westminster, CO 80030 -a Attention: Mr. Curtis Zoo}c — Re: Subsurface �xploration Report � Proposed Kenny Rogers Restaur.ant East Monroe and South College Avenues - Fort Collins, Colorado � EEC Project No. 1932045 Mr. Zook: �,: EARTH ENGINEERING CONSULTANTS, INC. '"' Enclosed with this letter is our subsurface exploration report for �--- the referenced project. In summary, the subsurface soils at this � site consisted of low plasticity imported fill and natural cohesive soils with natural granular soils encountered with depth. Those - soils were underlain at varying depths by highly weathered � sandstone bedrock. Free water was encountered in the borings __ performed within the building footprint at depths of approximately 8 feet. -- Based on the materials observed at the test boring locations, it is ..�. our opinion the proposed lightly loaded building could be supported __ on conventional footing foundations. Close observation and testing ! of the foundation bearing materials should be performed during '�` construction to s�e that footing foundations are not placed on or -- above unacceptable fill soils or loose natural materials. It is ,�; our opinion the in-place materials could also be used for direct support of floor slabs and pavements. Geotechnical recommendatiors concerning design and construction of the foundations and support " of floor slabs and pavements are presented in the text of the - attached report. � ... 2604 Canton Ct, Suite A Fort Cotlins. CO 80525 (303) 224-1522 IFAX 224-4564 ._. air�" ♦. �. � Gnnh inginccring Cons�IGtints, Inc. Kenny Rogers Restaurant November 22, 1993 Page 2 We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed report, or if we can be of further service to you in any other way, please do nat hesitate to contact us. Very truly yours, Earth Engineering Consultants, Inc. Curtiss L. Palin, P.E. Principal Engineer Lester L. Litton, P.E. Principal Engineer -- '�. � .Y � � � SUBSURFACE EXPLORATION REPORT PROPOSED RENNY ROGERS RESTAURANT EAST MONROE AND SOUTH COLLEGE AVENUES .� FORT COLLINS, COLORADO EEC PROJECT 1932045 .� d iNTRODUCTION November 22, 1993 __ The subsurface exploration for the proposed Kenny Rogers Restaurant � to be constructed east of South College Avenue and south of East Monroe Avenue in Fort Collins, Colorado, has been completed. Two (2) soil borings extending to depths of approximately 15 feet below -� the existing surface were advanced in the proposed building area to. __ develop information on existing subsurface conditions for foundation and zloor slab support. Two (2) additional borings � extending to depths of appr�ximately 10 feet were advanced in - anticipated pavement areas. Individual boring logs and a diagram � indicating the approximate boring locations are included with this report. ""� We understand the proposed Kenny Rogers Restaurant will be a singl� - story, slab-on-grade (non-basement) structure with a plan area of ,,, approximately 35 feet by 95 feet. Foundation loads for the proposed building will light with continuous wall loads less than 3 kips per lineal foot and column loads less than 50 kips. Floor " slab loads will be light, less than 100 psf. Grade changes less than 2 feet will be required to develop the site grades. A drive ... through window and drive lane will be constructed to the north of the building and improvements will be completed as necessary to the drive and parking areas to the south. It is anticipated tY�e grades - for the south drive and parking areas will remain nea:r curren� elevations. r The purpose ot this report is to describe the subsurface conditions encountered in the borings, analyze and evaluate the �test data and .. provide geot�chnical recommendations concPrning design and construction of the foundations and support of floor slabs and pavements. � � a.. Kenny Rogers Restaurant November 22, 1993 Page 2 EXPLORATION AND TESTING PROCEDURES I��rtli L'nginccring Ccrosu]tan�5, Inc. The boring locations were selected and established in the field by Earth Engineering Consultants, Inc. (EEC) personnel. Field locations were determined by pacing and estimating angles from the references indicated on the attached boring location diagram. Surface elevations at the borings were estimated by plan contours. The locations and elevations of those borings should be considered accurate only to the degree implied by the methods used to make the field measurements. The borings were performed with a truck r�oun�ecl, zotary type dr.i?ling rig equipped with a hydraulic head employ�d in drilling and sampling operations. The borings were advanced using 4-inch nominal diameter continuous flight augers and samples of the subsurface materials encountered were obtained usina thin-walled tube and split-barrel sampliny procedures in general accordance Vai,_7�z ASTM Specifications D-1587 and ll-158G, respeetiv�I�T, In the thin-walled tube sampling procedure, a se�imless steel tube with a sharpened cutting edge is push.ir.g into t�he soil with hydraulic pressure to obtain a relatively undistu.rbed sample of the cohesive or moderately cohesive material. In the split-barrel �r�cedure, a standard 2-inch O.D. sampling spoon is d:riven int� the gro�znd by means of a 140 pound hammer falling a distance of 30 inches. The number of blows required to advanc� the split-barr��l sampl�r is recorded and is used to estimate the in-situ relative density of cohesionless soils and, to a lesse.r degree of accuracy, the consistency of cohesive materials and hardness of weathered bedrock. All samples obtained in the field u�ere sealed and rPturned to the laboratory for further examination, classification and testing. Moisture content tests were performed on each of the recovered soil samples. In addition, dry density, uncon.f.ined strength, swell/consolidation and Atterberg limits tests were performed on representative portions of the samples recovered in the thin-walled '� .�: � Kenny Rogers Restaurant November 22, 1993 Page 3 � E:irth Engineering Consulwnts. Inc. ____ tube. Where appropriate, the unconfined strength of the split- barrel samples was estimated using a calibrated hand penetrometer. � Results of the outlined tests are shown on the attached boring --� logs. To collect data concerning potential groundwater contamination at this site, a groundwater sample was collected from boring B-l. The sample was collected with a factory-cleaned, disposable baler. The groundwater sample was submitted to Technology Laboratory, Inc. (TLI) in For.t Collins, Colorado for Volatile Organic Compoun:d (VOC} analysis under EPA Method 8260. The sample was transmitted under standard EEC chai.n of custody procedures. As a part of the testing program, all soil samples were examined in the laboratory by an engineer and classified in accordance with the attached General Notes and the Unified Soil Classification System, based on the material's texture and plasticity. The estimated group symbol for t.he Unified Soil Classification System is shown on the boring logs and a brief description of that classification system is included with this report. � � I ,. � � � � SITE AND SUBSURFACE CONDITIONS The proposed Kenny Rogers Restaurant site is located east of South College Avenue and south of East Monroe in Fort Collins. This area in currently a paved drive and parking on the west side of "The Square" shopping center. Surface drainage in the development area is to the south and east with difference in ground surface elevations across the site estimated to be on the order of 10 feet. Elevation differences across the building area are on the order of 2 feet. The Larimer County Canal No. 2 flows diagonally across the northwest corner of the site. .� LAn EEC field engineer was present during drilling operations to observe the materials encountered in the borings and modifying the �� sampling program as necessary for the materials encountered. Field �_ descriptions of the materials encountered were based on visual and �� � �. m Kenny Rogers Restaurant November 22, 1993 ____ Page 4 y Exrth Enoinetring Ccrosultxnt�, Inc. tactical observation of disturbed samples and auger cuttings. Final boring logs included with this report may contain � modifications to the field logs based on the results of laboratory --- testing and observation. Based on results of the drilling and _ testing program, subsurface conditions can be generalized as follows. �' Approximately 2 inches of asphaltic concrete pavement underlain by — 4 to 6 inches of aggregate_base was encountered at the surface at the boring locations. The pavement materials were underlain by i, brown and gray brown sandy lean clay fill in borings B-1 and B-2. i The cohesive fill materials extended to depths of approximately 6 �� to 8 f.eet at those boring locations. In boring B-4, natural, brown � lean clay with sand was encountered beneath the aggregate base. g Those natural cohesive soils were stiff to very stiff and extended �� to depths of approximately 4 1/2 feet. ":� Tn b�rings B-1 and B-2, the cohesive fill materials were Lznderlain _ by reddish brown fine to medium sand containing varying amounts of silt and clay. Those essentially granular materials extended to � the depths of 12 and 14 feet, respectively, in bor�_r.�gs B-� and B-2. - The granular soils were generally loose. � Olive and gray highly weathered sandstone was encountered immediately beneath the pavement in boring 13-3 ancl beneath the '� cohesive and granular overburden soils at the other boring - locations. The highly weathered sandstone was less weath�red with r depth and was poorly cemented. The bedrock materials extended to the bottom of the borings at depths ranging from approximately 10 to 15 below ground surface. � The stratification boundaries shown on the boring logs represent the approximate .locations of changes in soil and rock types; in- � situ, the transition of materials may be gradual and iridistinct. Classific.ation of the bedrock was based on visual and tactual -� observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal other rock types. � 0 � 0 � � � � �� � I � L_ � �� 1. ( w L �. i � Kenny Rogers Restaurant November 22, 1993 Page 5 WATER LEVEL OBSERVATIONS rr .� l:urth Fnginecring CcrosulLSnis. Inc. Observations were made while drilling and after completion of the borings to detect the presence of and depth to apparent groundwater. Free water was observed in borings B-1 and B-2 at depths of approximately 8 to 9 feet as the borings were being advanced. Immediately after drilling, groundwater was observed at depths of approximately 8 feet. Based on these water level observations, it is our opinion the depth to groundwater at the time of drilling was on the order of 8 feet. Fluctuations in water levels can occur over time depending on hydrologic conditions and oth�r conditions not apparent at the time of this report. Zones of perched and/or trapped water inay also be encountered in more permeable zones in the subsurface soils or in the soils immediately above the lower permeability bedrock. ANALYSIS I'ildD RECOMMENDP.TIONS FOUI�TDATIONS Based on results of the field borings and laboratory testing as outlined above, it is our opinion the proposed lightly loaded building could be supported on footing foundations. We anticipate those foundations would be supported on in-situ brown and gr�y brown sandy lean clay fill. For design of footing foundations bearing in the in-place fill materials we recommend using a nPt allowable total soil bearing pressure not to exceed 1500 �sf. The net beaz•ing pressure refers to the pressure at foundation bea�•ing level in exc��s of the minimum surrounding overburden pressiare. Total load pressure should be based on full dead and live loads. Care should be take during construction to see that the foofiing foundations are supported on suitable strength fill soils. ?�s a minimum, hand augers borings should be completed at each colu�nn foundation location and at regular intervals along continuous footings, after excavating to design bearing level, to see that � s • y.._ � Kenny Rogers Restaurant November 22, 1993 Page 6 I:arth �noineering CansultanLs, Inc. _ or loose zones are not present immediately beneath the foundations. If soft or I.00se zones are observed at those locations, over- excavation and backfill procedures will be necessary to see that - the footings are supported on suitable strength materials or those � footings should be extended to bear on underlying suitable soils. Additional recommendations concerning over-excavation and back fill can be provided at the time of construction if these procedures - become necessary. _ Exterior foundations and foundations in unheated areas should be __ located a minimum of 2 1/2 f�et below adjacent exterior grade. We recommend formed continuous footing have a minimum width of 16 " inches and isolated column foundations have a minimum dimension of -- 30 inches. Because of the need to closely observe and test the � foundation bearing soils, we recommend trenched foundations (grade beam foundations) not be use.d for support of this structure. � ]10 tinusual problems are an�tici�ated in campleting constru��tion of _ the footing foundations. Care should b� taken to closely observe and test foundation bearing materials at the time of construction. Alsa, care should be taken to minimize disturbance to the bearing - soils. Materials which are loosened or disturbed by construction = activities or materials which become extremely wet or dry, should _ be removed and replaced prior to pl.aceme;zt of foundation concrete. - We estimate the long term settlement of footing foundations - designed and constructed as outlined a'r�ove would be small, less _ than 3/4-inch. The recommendations provided above inc�ude support of foot.ing "- foundations on in-place fill soils. Even with the close — observation and.testing outlined, a risk remains that soft or �oase ` zones may exist in the in-place materials, and may go uizde�cected during constructi�n. If foundations are supported ak�ove such zones, additional settlement could occur. This risk can only be y eliminated by removal and replacement of all �xisting fill or by __ use of deep foundations. We would be pleased tn provide additional � recommendatzons for these alternatives at your request. • Kenny Rogers Restaurant November 22, 1993 Page 7 FLOOR SLAB AND PAVEMENT SUBGRADES Lnrth P.nginccring Ccrosultants, Inc. All existing pavements should be removed from beneath the floor --- slab and pavement fill areas. After stripping and completinq all cuts and prior to placement of any fill, floor slabs or pavements, we recommend the exposed soils be proofrolled to help locate any soft or loose zones in the exposed subgrades. Proofrolling should consist of several mutual perpendicular passes over the exposed — subgrade with heavy construction equipment, such as a fully loaded . tandem axle dump truck not weighing less than 40,000 pounds. Soft or loose zanPs observed during proofrolling should be removed and replaced with a�ceptable fill materials as described below. _ Fill materials required to develop the floor slab or pavement subgrades should consist of approved, low-volume change material, free from organic matter and debris. Normal]_y, soils with a liquid limit of 4U or l�ss and plasticity index of 18 or less could be used as low-volume change fill. The low volume change fill shai;�d contain at least 15 percent fines, material passing a No. 200 sieve. Based on our observations of the near surface site soils, tn.ose materials could be used as low volume change fill. ; Fill soils in the floor slab and pavement areas sh�uld be placed in __ loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as det�rrnined in accordance with ASTM Specification D-698, -- the standard Proctor procedure. The moisture content of those filJ_ sails should be adjusted to be within plus or minus 2% of Siandard Proctor optimum moisture. Care should be taken during construction to avoid disturbing tne prepared subgrades. Subgrades which are disturbed by the construction activities should be reworked in-place or removed �nd replaced prior to plac:ement of the flaor slab concrete or pave�ri�nt materials. f _"_ � J t i �� - Kenny Rogers Restaurant November 22, 1993 Page 8 PAVEMENTS Parth Lnginecring Ccrnxultunts, Inc. � New pavements constructed as a part of this development will ^ include an access drive for the drive-up service and reconstruction � of drive and parking areas to the south of the restaurant. Recommendations provided in this report include alternatives for asphaltic or Portland cement concrete drive-up service lane and � asphaltic concrete for reconstruction of the parkiilg and drive areas. Pavement sections for the drive and parking areas are provided below based on prior work with similar construction and soils � conditions. The pavement sect?ons assame traffic will be composed of moderate volumes of automobiles and light trucks. Some periodic �, maintenance should be expected for th�se pavement areas. �^ PAVEMENT TYPE DRIVE�-UP ! DRIi1E AND �` WINDOW LANE 'PARKING'AREAS IPortland Cement Concrete 5" N/A � Asphalt/Aggregate Comp�site: ( HBP 4" 3" � Aggregate Base 6" _ 6" For existing drive and parkinc� areas which will not be reconstructed, we recommend an averlay prograr�to be consider��d to accommodate increased trafFic. We recommend a 2 inch overlay be considered to increase the pavem�nt section to 4 inches of �:: asphaltic concrete overlying 4 to G inches of aggregate base. _ Asphaltic concrete for use in the pavement sections should consist of Class SC-1 or SC-2 in accordance with the City of Fort Collins -� Standard Street Specifications. If aggregate base� is used in the drive areas for the asphaltic roadways, we r.ecommend those �- materials be consistent with Colorado Department oi Transportation ,� (CDOT) requirements for Class 5 or C1ass G road base. Th� road base should be placed and compacted as �utlined for fill beneath the pavements except that the aggregate should be compactPd to at least 98% of standard Pr�c��or maximum d.ry density at a workable ' moisture content. • ��:. Kenny Rogers Restaurant November 22, 1993 Page 9 � R,. l;arih E:ngineering CcrosultanLc, Inc. _ Portland Cement concrete for use in pavement areas should have a minimum 28-day compressive strength of 3500 psi and should be air = entrained. The recommended Portland cement concrete pavement section is based on a non-reinforced section although wire mesh -� could be considered to help control shrinkage cracking. � OTHER CONSIDERATIONS Care should be taken to develop positive drainage away from the � building and across and away from the site pavements. WatEr _ allowed to pond adjacent to pavements or the building c�uld cause wetting of the subgrades and premature failure of pavement sections --. or foundations. - If �xcavations for site utilities will extend below t3�pths c,f � appr.•�ximately 8 feet, consideration should be given to a rieed t� dewater during that construction period. Flur_tt�ations in -- grour.d�aater levels can occur so that groundwater may b� �ncount�red at a shallower depth. _ Care should also be taken in developing stable side slope, on excavations required for installation of utilities. W� estirnate _ �ide sl_opes nU s�eeper than 2 horizontal to ��rert.i.ca.:E ..�Tota]..� b� stabl� ror a short term construction activiti�s wit.h shallow " ex�avations. nseper excavations or long term excavrsti��r�s should � have t:he sla�es evaluated on an individual basis. Al? e:�cavatic�i�s should �e in �c�r�pliance with applicable OSHA rEquire�r«:n�t�� . GROUNDWATER SAMPLE ANALYTICAL RESULTS _ One groundwater sample was collected from boring B-1 and suk�mitt�d t� TLI in For.t Collins, Col�rado for volatil� organic ccmpound ;�: analysis. A �opy of the TLI analyti.ca.l report is attac.heci to thi.s report. ��s shown in the TLi report, volatile organic co.npounds `� wer�: nc�t obse:rved above the laboratory det�ction limits �_}�i the B--1 ,� sampl�. This would indicate that the groundwater a� th�s site has not be��n impacted by widespread contamination of v�lat:il.F� ��r. g��n �_c compounds. GENERAL COMMENTS The analysis and recommendations presented in th.is report are }aased upon the data ob}ained from the soil borinc�s p�rforined at the indicated locations and from any other iriforma�i�n discussed in this report. Tizis report does not reflect any v�ri�ti�ns which may occur between borings or across the site. The natuze and ext.�nt ot such variations may not become evident until �onstz�?ic�t:i..�n. if variation5 app�ar evident, it will be necessary �to re-ev�luate the recommendations of this report. � �.��._,_.� - --- ._.-�. __ __ _ i s � Kenny Roqers Restaurant November 22, 1993 Page 10 �.qNi F�nginccring Consultants. Inc. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. Tt is further recommended that the geotechnical engineer be retained for testinc� and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of Kenny Rogers Roasters for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or impliecl, is made, In the event that any char.ges in the nature, design o.r location of the project as outlined in this report are planned, t�i=� conclusi�ns and recommendations contained in this repGrt st�iall not ��� considered valid unless the chang�s are reviewed ani� the conclusian� of this report modified or verifizd in writing by zhe geotechnical engineer. � _ , 5ti , �� J ,,,, ,-.• E,AST MO��ROE AVENUE . EXISTING TREE TYP. /.• ./ � . ,;,/,, .� �.1,�,r�_r� ♦ 4 T ♦ ♦ if..��� •S � ' y �`'�y' /f 1, - �� ~,:• . _ ' • �' �, _ ... O- " � i � � . _ � ,�. ' "~t-:rt + ��" .� � J f , EXISIING lURP� i �: � , `,v'" . � � ; � • � ;� f��; o, �- «D [� � --� / ,i � ., � , ,.ti.: �Tl , � . . .... . . . . ,f \ . :�; ' �'; .�;:� � PROPOSED �, , �� . , , � � ; , �-=� o KENNY ROGERS M � EXISTINC �� � � ,� � ' RESTAU RANT --���: ` � + TREE, nF f.. ..`;^,• • ��• i' ' �, .ti `%.�.:�.�': .; �{� •t.:` F .�.� � � � ''^"^''' _ ._ � � --r---^- � '•�.:.' • ? � , , • , , �� i - , , ,�.. :: i i ;`r'•:.. , "r• , � � � �;(''���� � �6S ; •�p>� I ��� �:./ i' .I•'V;•.\ - , ' I I ' � �.• �';. ..���, �.q� • � ' ��, � ,. . . _ I��I I .���', � ��\: — I /' „'�• ' —r / '' � �— � � ' / ;�j EXISTING ', � LANDSCAPING � � � � r EXISTING I � � � � I PARKING � � - � / � ; , � � �'� , • , . : • -• � ; . , . -- ; , � ,�.,; . { ,� �_' � ' � , , � i �-'; `\\_. i / , 1 , , , , � � I _ � � i ( � I � I ' . , � , - . I ' - � � � � ' � � � � � I 1� \�1' ' i �! ,, I I 1 � ��� I 1 �' i ' � , � : ' . 1 1 i � I r : / , _l i �� ' I � i -- ' - � ' I I � �. i I ' . , Boring Location Diagram PROPOSED KENNY ROGERS RESTAURANT �---- Fort Collins, Colorado Scale: None Drawn: LLL Tr nr+I� Ti'ticJli'1PPl'lil� �(li1SUIl.aCil,S