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HomeMy WebLinkAboutBURGER KING AT THE MARKET PLACE PUD - FINAL - 21-89B - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT (2)c Geotechnical Consultants, Inc. April 18, 1989 Rosenbaum -Dean 101 North Cascade Avenue Colorado Springs, CO 80903 Attn: Mr. Steve Boyette Re: Phar-Mor Shopping Center Fort Collins, Colorado Preliminary Subsurface Soil Investigation Dear Mr. Boyette: This report contains the results of a Preliminary Subsurface Soil Investigation for the Phar-Mor Shopping Center to be located at the northeast corner of the intersection of South College Avenue and Troutman Parkway in southern Fort Collins, Colorado. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are called to the attention of the designer and incorporated into the plans. This opportunity to be of service is sincerely appreciated. If, after reading this report, there are points which you do not fully understand or if you have any additional questions, please feel free to contact us at any time. Respectfully submitted, GEOTECHNICAL CONSULTAN �tr �rS:�'••.'k' By: Martini F. Essigm�knn;,� `FF5P<, c MFE/heh �; T••*....••' �� GCI Job No. 3389 �F r 775o N. Union Blvd., Suite 105 Colorado Springs, Colorado 80920 (719) 528-1331 i. INVESTIGATION SUMMARY GCI has investigated the existing subsoil conditions beneath a parcel of _ground at the intersection of Troutman Parkway and South College Avenue in Fort Collins, Colorado. Test borings were drilled and soil samples analyzed to determine the general conditions on - site which will affect development of the parcel. Based upon our interpretation of the field investigation, as supplemented by research into the history of the parcel, site development and construction guidelines have been formulated. The majority of the site at present is in a disturbed condition. Two sources of this disturbance have been identified. Disturbances are associated with mass wast- ing of earth fill across portions of the site. Distur- bance is also associated with existing and previously demolished buildings which occupied the site. Soil conditions consist of a highly stratified series of silt, sand, and clay overlying shale bedrock. Shallow bedrock was observed along the northern wall line of the anchor tenant. The upper several feet of the profile are in a low moisture, stiff condition. With increasing depth, the soils become saturated and of"a soft consis- tency. The drier soils are mildly expansive. The wetter soils are prone to consolidate. Because of past site use and because of the moisture conditions observed, we recommend that the anchor tenant be founded on straight shaft drilled piers. The small- er, lighter structures may use a shallow foundation, but only if the overlot grading is proper and only if the structures are physically separated from the anchor tenant. During overlot grading, it will be necessary to over - excavate and stabilize the existing on -site fills. Some fill was noted to contain rubble and other deleterious material which must be segregated during site grading operations. Placement of fill beneath the building pads and beneath site pavements must be completed in accor- dance with accepted engineering standards. Additional design and construction recommendations can be found within the text of this report. All recommen- dations are subject to the limitations set forth. -1- 0 INTRODUCTION The proposed Phar-Mor Shopping Center is to be located at the northeast corner of the intersection of South College Avenue and Troutman Parkway in Fort Collins, Colorado. The enclosed diagram shows the approximate size of the site and the location of the several buildings proposed for the shopping center. The preliminary plans indicate that the majority of develop- ment will occur along the eastern end of the site. At the north- east corner of the property, an anchor tenant is proposed with a building pad of about 56,000 square feet. The heaviest foundation loading is probably associated with this structure. Immediately south of the anchor tenant, is an additional 32,000 square feet of retail area. At the southwest and northwest corners, isolated pads of 3000 to 5000 square feet in area respectively are propos- ed. No architectural drawings were reviewed during report preparation. We assume, however, that the proposed construction will be that normally expected for retail development. That is, all units will be single story, slab on grade in design, with the exterior walls probably being of load bearing nature. The roof loading will be carried by interior beams and columns or perhaps on load bearing walls. Foundation loads are not expected to be unusually heavy with interior columns probably being less than 75 kips in load and load bearing walls probably being less than 4 kips per lineal foot. During report preparation, aerial photographs of the subject site taken as early as 1963 were examined. Even the earliest photographs show the site as being in a developed condition, -2- apparently for agricultural or ranching purposes. These photo- graphs show buildings along the western property line, some of which may still exist on the subject site. At the southeast corner an irrigation ditch traversed the property. The balance of the site, as well as the remaining areas surrounding the shopping center, appeared to be under cultivation. Recently, additional changes to the property have occurred. Non-structural fills were placed over the northern one-half of the subject site. These fills are perhaps as much as 5 feet in thick- ness, probably with the maximum depth occurring along the north property line. Near the southeast corner of the property, a mound of fill is also present, being on the order of 5 feet in maximum height. These fill areas are approximately identified on Figure No. 1. Past land use and demolition of pre-existing structures on the site has also undoubtedly resulted in some amount of addi- tional fill at random and unpredictable locations across the property. The existing fills can be anticipated to contain at least some amount of building rubble, organics and other such deleterious materials. -3- FIELD INVESTIGATION AND LABORATORY TESTING SUMMARY A total of eleven test borings were drilled across the subject site at the approximate locations indicated on the Test Boring Location Diagram. The test borings were drilled in areas of proposed development and were spaced in such a manner as to determine the general subsurface characteristics present. At regular intervals throughout each test boring, samples of the subsurface soil and bedrock were secured. by our engineering geologist using a standard split -spoon sampler (SSS), lined California type sampler (CS), or by bulk methods. The general subsurface conditions present at each test boring location are shown on the Subsurface Exploration Logs with are attached. Each of the test borings was advanced to a sufficient depth to intersect the bedrock surface. The relative elevation of the bedrock can be found on the Subsurface Exploration Logs. The elevation associated with "top of hole" was determined from a topographic map of the site, provided by Parsons and Associates. The test boring locations were not surveyed -in. The test borings indicate, that a shallow bedrock condition exists at the northeast corner of the site. At Test Borings 1 and 2 (north wall of anchor tenant), bedrock at a depth of 2 to 6 feet below the existing ground surface is expected. The bedrock then falls sharply in a southerly direction with the rock being about 25 feet deeper in the center of the anchor tenant (Test Boring 3). The bedrock remains fairly level beneath the remainder of the site with a gentle northwest to southeast slope. Since finished floor elevations are not known, the position of the bedrock surface in relation to the finished structure -4- I cannot be determined. However, some estimates relating to the position of the bedrock surface can be made. Beneath the anchor tenant, bedrock is expected to occur between elevation 5025 (in the north) and 5000 (in the center and south). Beneath the adja- cent retail units at the southeast corner, bedrock will probably occur between elevation 5010 (western corner of retail use) to 5000 (eastern corner of retail use). For the two isolated pads along South Colleqe Avenue, the bedrock is expected to lie between 5010 and 5015. With the exception of those test borings drilled in the shal- low bedrock condition previously described, all borings intersec- ted a free water table. Free water in the central and southern portion of the site can be expected at about elevation 5010 to 5015. The depth to free water is sufficient that it will probably not be intersected during surface development with the possible exception of deep utility trenches. However since the subsurface water table must he penetrated by the drilled piers, some caving and sloughing of the soils within the drill hole will be expected. In the laboratory, all' of the soil samples secured during drilling were examined. This examination resulted in soil type groupings, based upon physical properties, geologic origin, and other engineering parameters. Four soil types were found. The soil type number has been shown on the Subsurface Exploration Logs in the third vertical column from the left. The soil types assigned for report purposes are: Soil Type No. 1 - surface fill Soil Type No. 2 - alluvial silty clay Soil Type No. 3 - shale bedrock Soil Types No. 4 & 5 - alluvial silty sand and gravel -5- The surface fill (Soil Type No. 1) is of composition similar to the other native soils in the area. That is, it consists of a mixture of silt, sand, and clay, in a non -homogeneous condition. Some amount of building rubble, organics, and other deleterious material is expected within this fill layer, although most of it intersected by the test borings was found to be relatively "clean". Expansion pressures associated with this soil material will probably be on the order of 1000 psf or less when measured in a dead load type swell apparatus. Soil Types No. 2, 4, and 5 represent the on -site native allu- vium. Soil Type No. 2 is predominantly clayey, while Soil Types No. 4 and 5 are predominantly sandy. The sandier alluvium appears to be isolated to a small region of the site near the southwest corner, and probably the majority of soil encountered during site development will be the clavier alluvium. The clayier alluvium (Soil Type No. 2) is highly stratified in nature, containing thin lenses or layers of differing soil composition. The clay fines within the deposit are of low to moderate plasticity, and low to moderate expansion potential. Swell pressures of as high as 1300 psf (dead load swell) were measured in the laboratory. The clayey soil near the ground surface was found to be of low moisture, and of stiff consistency. with increasing depth, the soil becomes wetter and softer, with saturated conditions being observed at and below the groundwater table. The deeper soils in the wet condition are prone to consol- idate with typical properties depicted on Figures S-1 and S-2. Soil Type No. 3 represents the shale bedrock. The shale, belonging to the Pierre Shale Formation, is very silty and sandy at this location, and where intersected along the northern portion of the site during development, may take the appearance of a silt - stone or sandstone. The shale is quite hard and will serve as an excellent bearing strata for the anticipated drilled pier founda- tions. The bedrock, because of its composition, is judged virtu- ally non -expansive. PRELIMINARY SITE DEVELOPMENT AND FOUNDATION DESIGN GUIDELINES Prior to beginning construction of the retail buildings, some amount of overlot grading will be necessary. During grading operations, it is important that the pre-existing fill on -site be thoroughly overexcavated and stabilized. Buildings on the western edge of the property which are demolished during development should also be carefully treated. The building foundations and any appurtenant structures (dry wells, cisterns, leach fields, wells, root cellars, etc.) should be accurately located and over - excavated to create structural conditions. Overexcavation of all previously filled areas, regardless of their location on the site, will be required. Placement of new earth fill over unstable or non -compacted subgrades is undesirable because of the potential detrimental effect which it would have on pavements and floor slabs. The requirements for site grading must be discussed in detail at our on -site pregrade meeting, attended by the soils engineer, the owner's representative and the grading contractor. Prior to commencing filling operations, the overexcavated areas should be inspected by the project soils engineer and a determination made as to whether or not adequate overexcavation Evil had occurred. Assuming that adequate soil removal had been accom- plished, the subgrade should then be scarified, moisture condi- tioned if necessary, and recompacted to at least 90% of its maximum modified Proctor dry density, ASTM D-1557. To facilitate compaction, the soil should be placed at or near its Proctor opti- mum moisture content. For backfilling purposes, the existing on - site soil may be used (assuming they are free of deleterious materials), or if desired, soil could be imported to the area from off -site. If off -site borrow is used, the soil should be approved by the project soil engineer at the source, prior to transporting it to the property. During site grading operations, a sufficient number of den- sity tests must be taken to verify that the soil has been properly densified. Full time inspection by the soil engineer is recom- mended throughout the grading process because of the speed at which site grading will likely occur. All fill used for struc- tural grading purposes must be compacted to at least 90% of its maximum modified Proctor dry density, ASTM D-1557. After site grading"is completed, foundation construction for the anchor tenant can begin. The test borings drilled beneath the anchor tenant indicates that two site conditions must be given consideration. First, beneath the anchor tenant, the position of the bedrock layer changes dramatically across the building out- line. In the northern portion of the outline, shale bedrock at a shallow depth is expected. In the center and southern portion of the site, the shale is very deep. Overlying the deeper bedrock is a layer of wet, soft clay alluvium. The building foundations might be affected by the presence of these compressible clays. These two extremes will create a condition whereby differential settlement potential is exacerbated. The anchor tenant building would, in effect, "rotate" to the south. To overcome these concerns, we recommend that the anchor tenant building be founded on straight shafted drilled piers. The length of the pier is difficult to predict at present, since finished floor elevations have not been determined. However, data given within this report can be used to determine approximate shaft lenqths for bidding purposes, after the site development and grading plans have been formalized. All of the shafts should extend through the surface unconso- lidated soil and penetrate a minimum of 5 feet into the underlying shale bedrock. The piers may be designed on the basis of a maximum allowable tip bearing capacity of 40,000 psf. For that portion of the shaft perimeter in contact with the shale, an allowable side friction value of 4000 psf can be used to determine the capacity of the pier. The unconsolidated soils on top of the bedrock surface should not be relied upon to increase the vertical load carrying capacity of the pier. Lateral load resistance can be calculated assuming a lateral modulus of subgrade reaction of 200 kcf_ for the unconsolidated surface soils. Each pier should be reinforced over its total length to resist bending and uplift stresses. As a rule of thumb, the amount of reinforcing within each shaft should be equal to approx- imately one-half_ percent of its gross concrete cross -sectional area. Additional reinforcing is recommended if structural loading so warrants. The drilling operations should be continually observed by the soil engineer to verify that subsurface conditions are as depicted in this report. Removable casing is recommended to facilitate concrete installation. Concrete should not be placed in any shaft which contains more than 6 inches of water at the time of concrete placement. Withdrawal of the temporary casing must at no time result in a concrete level above the tip of the casing of less than 5 feet. A sonotube should be used at the top of each pier to prevent mushrooming of the caisson head. At some locations across the site, a layer of cobbles and small boulders overlies the bedrock surface. Obstructions within the surface soils may also exist. The pier drilling contractor should be made aware of this potential for obstructions and should select his equipment such that they can be removed if they re intersected during the drilling operations. After the drilled piers have been installed, grade beams can be cast across the top of the pier heads. The grade beams should be continually voided between piers with a void height of at least 4 inches. The grade beam should contain a sufficient amount of reinforcing steel to carry the structural load from bearing point to bearing point. Outside of the anchor tenant outline, subsurface conditions are somewhat more regular. That is, the subsurface stratigraphy consists of a thin layer of dry, stiff soil overlying the softer clays which, in turn, overlie the shale bedrock. In these areas, it is anticipated that excavations for foundation construction should encounter only the native alluvial clays or structural fills created in accordance with report recommendations. Assuming that the anchor tenant can be completely separated from all other retail construction, a shallow foundation system is -10- possible for the balance of site development. Of course, drilled piers could also be used, if desired. It is observed that the surface soils are relatively stiff and will possess an allowable bearing capacity on the order 3000 psf maximum. They are mildly expansive, and as such, a minimum dead load pressure of 1000 psf is recommended for purposes of design. With the shallow foundation design, spread footings of vari- ous widths would be used beneath load bearing walls. A reinforced concrete stem wall would rest on top of the footing, designed as a grade beam capable of carrying its load over a clear span distance of at least 15 feet. All interior load bearing walls should rest on a stemwall and footing system of their own, and should not rest on a thickened floor slab. Isolated interior columns would rest on a square or rectangular footing pad, the size of which will be dictated by the load applied. When designing the building foundations, the size of the foundation component should be varied in direct relationship to the load applied. Under no circumstances should the bearing capa- city listed be exceeded. The contact stress below the foundation should be approximately the same at all points throughout the structure to minimize the potential for uneven foundation settle- ment. For those structures where a shallow foundation system is possible, qreat care is required during overlot grading to ensure that all pre-existinq fills are overexcavated from beneath the building outline. If such pre-existing fills are left in placed, then foundation stability may be affected. It is also important to strictly follow recommendations regarding surface drainage to -11- prevent the saturation of the soil below foundation level. If the bearing soil becomes saturated, foundation .movement is inevitable. Backfill on the inside and outside of the grade beam (for both shallow and deep foundations), as well as in all utility trenches across the development, must be properly compacted. All backfill should be compacted to at least 90% of its maximum modi- fied Proctor dry density, ASTM D-1557. A sufficient number of density tests is recommended to verify that the fill has been adequately densified. The ground surface around the perimeter of the building should slope sharply away from the structure to encourage the flow of surface water. Within 10 feet of the building in landscaped areas, a slope gradient of 10% is recommended. In paved areas, the surface slope gradient may be reduced to 2%. No foundation drain is deemed necessary at this time since no below -grade floor areas are proposed. Surface grading must be such that water is not allowed to pond anywhere across the property and certainly not allowed to saturate the soil below floor slabs and grade beams. Slab on grade const-ruction.is expected. It is also observed that the floor slabs will be cast over mildly expansive soil. As such, the potential of floor slab heave should be recognized. The floor slabs should be properly designed and constructed to mini- mize distress associated either with curing, service loading, or with expansive soil. If the floor slabs are to receive heavy loading (such as might be associated with forklift traffic, storage racks, and so on), they should be designed as industrial slabs. One of the standard design procedures is recommended. For design purposes, -12- the subgrade soil strength (in terms of a Westergaard modulus of subgrade reaction) can be assumed to be 50 pci. The floor slab should be properly cured and should contain a sufficient number of control/contraction joints to minimize random cracking associated with concrete plastic shrinkage. The concrete mix should not be of high slump because of the potential for slab curling. A vapor barrier, if used, should be covered with a sand layer 2 to 4 inches in thickness to promote even curing of the slab concrete. While the potential for floor slab movement due to the presence of expansive soils is not great, it does exist on this site. If this risk is not acceptable, then alternate designs should be investigated. Removal of 3 feet of clay soil from beneath the slab, replacing it with a road base type import, will help minimize the potential for slab heave. The gravel should be compacted to at least 90% of the soil's maximum modified Proctor dry density, ASTM D-1557. It should be recognized that the only way to eliminate slab heave due to expansive soils is through the use of a structural floor system. The soil found on -site wa's noted to contain a high amount of sulfates. A Type II Cement is recommended because of the presence of sulfates. Under no circumstances should calcium chloride ever be added to a Type II Cement. -13- LIMITATIONS Geotechnical Consultants, Inc., warrants that our ser- vices are performed within the limits prescribed by our clients with the usual thoroughness and competence of the engineering profession. The data, interpretations, and recommendations presented are based solely on infor- mation available to us. GCI is responsible for data, interpretations and recommendations, but is not respon- sible for interpretation by others of information developed. No other warranty or representation, either expressed or implied, is included or intended in our proposals, contracts or reports. Since recommendations have been issued on the basis of our understanding of the project as of this date, we request additional data as it becomes available. We request the review of the site development plans, site grading plans and architectural drawings after they have been prepared. If that review indicates that site design is different from that assumed during preparation of this report, modifications of our recommendations will be issued as necessary. Test holes drilled for this study were spaced to obtain a reasonable picture of subsurface conditions for design purposes. Variations from the conditions portrayed which are not indicated, by test borings frequently occur. These variations are sometimes sufficient to necessitate modification to design. Thus, it is impor- tant that we observe subsurface materials exposed in excavations to take advantage of all opportunities to recognize differing conditions and reduce the risk of having undetected conditions which could affect the performance of the facilities being planned. -14- r _ EY�SI. ,t ��� NUUSE � IRcfs LGaRJ \V'. � y r �,r TREE ti sore_ Ili. 1 cL (! TH-IOC— h I TESTOXIMBORTE LOCATION OF WJ 4 O O - _I co 00 v ro 0 a 0 uI O Q �O J r ^ O V J cry O_z J CD u 0 CD CD CD CD Q.J LC) - � ¢ I w = I- � (3Et3TE=(--"" I (--eti_ CC "; E3UL-TA"7FE3,, T "CC - SUUCS3U RF=-PtC�E—= E X PLCI R(:71T 7C C3i*1 LC) CD SpC .:F ET � 1 � i•-�— rr�---, . Ui7 :rj C:yr,--r.:- t::I Lit! hl ".w.:!{: �3�=.' c I T rn:7. 3V �-D I.- 5A'�ALEK C-3 ff' i.,} `r GD) CS = CA_.FDRN:A SQ!r�-ER `/1 _,�-, •. �/ . r; rr' ���--- r; `RLr. ;';.`• C- .:J-__�.�F: ;\ `j� 1_i< �v T"• r`n � -u ED ` i::. C-:IL .. 1 1 ":ST I I S is T I i !?! 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PLER r'e^ GCS _ 5T SPPLIT SAMa ER {1-3/3" ID, G.1) CS — Cf..J -R t2" ID, 2—!/0-4 CTM TtST „_CULTS �IOI5TIP"Iti!:51 j DRY i FHA 53AIN CONT 14200 LL j PI tDc—NSITY`5`N L; SIZ= M MM i M I ',ocft i Qnf} { AtM_YSIS Is. 2 14. 3 GEC7TE(--" .1 3 C1tAL (--Qil+]SULTi-4IV i s3, I NC. !:E;uucE3uFZF't=bC:1= E=—:X PLC:)FRA� TI_ C7hi IL.C]G3 CLIE\T. RaSEti3t_'!/.AV PRO'+:=CT _0CATICN,: P' PR-Y.01 SK-PP'.Kirz CEN7R =i? C7L_INS, CILLORAJO 10P D; TES7 POKING E_EVATION: °026 _ DA L`.: S TOP•_ DRILLED: 7/3_i83 I i DZOT: b_GWIO i S TiY I A A I uR I DER i'C 1' I v ' ►►wEV j :.NCH ON I "; e E L i DESCRIPTION ?:'F STRATA (feel, j SvP;ER IL G i R E j 0 K8 1 !-{ SILTY, SA?vDY CLAY, LITE i t 15/6 !3/6 1 E ! �BROI�N TO WH TIS AT 21, LOWP'Y,DI,•_IR=• MEDIUM STIFF, 501-c KILFATCC OR CALCIUM 5 Alf; 8/6 2 Cay, ES, SANDY AT 5' j -, I"+CRa-ASE TO MEDIUM Y01STURt, 1 7/6 S/E 2 I� i LIT* BROWN, EVE SCATTERED GRAV*_ ANG SAZY ,. i f lam, l I y i VERY SANDY CLAY, HIcH _ E/6 J!6 ? MCiSTLiRE, L G DENSITY 5011.4 r t 1 r �{ i r =?t 3!6 5/6 C`_AY, h=T I I I � •i _5 3/6 1e/6 ! 2 jJGRAVELLY, SILTY SAND, LITE j } T TO ..'EDi::r ER75,N, SPUrcA'ED r j noo.5 LTSTr.��it, LITE �IJ �:+l.Lir i !. w w w; _ 1�.•�'."�.i��, `f 1'./, 5i�il �L I51Li'�E -,)' D��T�• Gr 7fST PDRIx9: 30.0 ==7T ,h�T? TO tiR== ++P`ER: 18.0 F= ON 3/31./a5 16' 4/3149 (ELEV 5011.4) E,- ?ORT. G NI -ID_': 3 SE -CET 1 0= 1 GCI 303 N'PI HR: l333 13RIL'-INC- [C.yiRA7C R: -D1 SANMP —t a :MYER W: =GFT. 1400 DR]=': 30° SAt!2LE9 9A A: SSS = ETD SrLI- SP22't SAMPLER (1-3/811 ID, 21, DID) (2" .D. 1/P LL) 1� ( TE27 3_SL 7S A i � �,OIi ^TIr.V,�S� � 'CRY i =-A � t3RA'4 P { CCNT 'KOO � � � % jDE\- TYi5�"-ELL' SIZE L II m { ;%l I(5:l i(rl (�cf) ;(7sf)i ANALYSIS E��, 4ji ! I I i I �- j iSS 14.3 I, CSi j 20.5 I �I { ,5531 1 21.4 � I ( 102.2 F15U?E NUMT_R: L GEOTu(--" J l CAL CCD"E;uI-F1=1"-iS,, I h1(--_ !H U )iEE< E3; UJ FR F' E=-: E X P L C=) FR A T- 7C C3 hi C_ O C Alc_ TEr _01.q'r71- : Pi �i ��F1�L IJ~:V �C CC! rLL' \iJtrt: wS��� :O. C_'__ �5, OO ORADO DRILLitiG I�G�, i 3R�TCR: GDi SAMPLE HPIrAER ZIGhT: 140= DROP: 30" TCP OF TEST FORi1C_ ELEVATION: SOc7 = SAMPLER DATA: ESS = STG SG_I? SPOCN' SAMPLER DPTUy: SI TUD (1-3/8" ID, 2" C!D) CS = CFLIFORtiIA SAMPLER DATE DRILLED: 3/3'/49 GCI Jr. IS" :D, 8-1/e" 111) ' 1 S + t i li T a-24 `S T1 Y A A O? PER 10 Yj M I T B =V INCH ON � a F �L I E L (fee`) I SIMPLER el 0 R = DESCRIPTION OF STRATA 0 5027 �-- 7— 1 t ` _AY A\D STAND F1'�-(__—?_-� 8/E� 12/5 i 2 —! I' S!iV.ly E:FIY, .ME.D:i.JM HOWN, k888! I I {F 1 MED 2`1 S-Ir., LC141 A1OI5TURE, j j �• ; CUTS 1USANDIER AT 51 LITE BKIKN, TSSS i I cA_ IL* caR��saTt cR s!sL=ATt i i STREAKS, NED.L X STIFF, _liw i I !0 6/6 816 2 � SD;-CE? ::LAY, KEDIUM TO '.'IGH CSf 501S i _ MCISTL2E, t } G t•—, i5 _ 5/5 4/8 ? � }�i!tiTE=.?RATIr:ED SAND L AY'ERs 4_SS( j ,.� {30='I,ANj C-AY {70%) AT 15',T i + + _' t ; 0 :/5 9/6� w i-; STL;'STCN-/SANDSTONE, LITE f-ss i 3 la a" a a a "� '� BRCWN, FRA71RES, S XE I I GY?S!-:M CRYSTALS A*U I sON } OXIDE, VEDIUM KOIS72RE, 17'LCJ` 10 FARD + t 85 50/7" 13 1■"•"•"•1 i tl � i I 111 i i i 1 ! t I 1 I T4L Dc�T-: TC3T E-CRI`1G: 25.0 :77:, TO FFEE-iATER: 11.0 FEE' ON 2/31/89 (=LEV 5"" S) I� 1 rl A7 14'-1D° CN 4/./83 (L-=V _;I«..7) . EST RSS'+_TS i -YOIST!MIN"USI I DRY rr`A GRAIN CONT If-P00 I ;_L rI DENSI?YISWELL' SIZE (%) I (%) I M t( I%) (oc`) 1(osf)I ANALYSIS i6.9 10.3 ib".0 18.9 103.0 1 i 1 950 I CE; E=-:C]Tf-=:C<HF*%11 Cf:lt— CC)":F� -UL-Tf=i"TS, I iVC E3LJFEC!-:3UF2F-PCE EX PLCdFR"-F 3: Qt+1 LQG G_IE:NT. wT C' JA'E Lk:LL�: /s1/55 I i I ! I iW7 ' LC'Gl5 .y T Y I A P CR I P= C Y� I T A i =LR% INCH CAN II P B (E L (feet) I f E.;A.Y3__R fL . 4 0 = R E I UcSCRIP-iCN OF STRATA T=C- `ET : OF 1 KI l='S tiJMBER: 23es EniL:I:NS CCN7RACT'?.R: 6uI PIP'- HA`!YB WEiGFT: 1404 "RAP: 30" SPP'_ER DA-A: SSS = STD SPLIT SP201 SAMPLER (1-3/2° ID, 2" LD) %S = CALiFC cN:A 5A?;P�Ek (2.' i9, 2-:/2" CU) i -=ST REM-1 I t 15� Y --HP � GRAIN j 1 CGiVT l K00 :L Pi I DENSI-Y � 5N __ I S1Z= 1 L I I M t (X) ' m +m (a_1) 1 (csfl I ^,N r L y.-:15 E ! I I I fRI ( s t ; 4 SILTY CLAY, SANDY Z H 5DVE I i- 9/L- 9/5 I = : rSi"A:._ GRAV=L , LITE BROWN, S51 _CW MOISTURE ON TOP AND I + EDIi'r STIr= # 4/6 5/= 2 4 — MEDIUM TO HIGH MO-Sr=RE AT tSSSI LOW STIES, BLOND t 1 r + S5, 1 4/5 7/5 i 2 � I LITE BR'JwV, LC'W STILE, l I � -L YEzIUkr7O HI_H n'l3TCRE � .0 ,J_:.33 T 3!E 5/6 'JE?Y MIST TO riE A. 15', aSSS I i LOW FNSITY, =_RCVS, SCM'c 1 I_� Si1LEAT= STRINGERS GR ;. $ Ca CIUM CARPONATr S:PNOY-GRAVELLY IN LM-R 1' 7 { L 20 5046 + 8/6 19/E C5f + 3 _ ?IA W 23' •,=�=, i I 4 GiLTSTC;vE, LITE EROV4, I + _ _ _•_`_•� DENSE TO HARD, FINE SgSDY, ��`EDiL'N 25 SnlS" 3 i�DI971RE, 5LIGHT_Y ,SSS{1 i CLAY Y I 4. t T I r + I i t C-k E'E37H OF TEST DRIN3: 25.i) FEET DEPT:, TC FREE IrA tk: 14.0 F-H7 DN 3/31/F9 (_ zV 5 2) CN 4/3/39 ;---!-CV 5011.33) I i 2.7 1 � 17.5 65 ( 3 o ! 5 1 ! j I i 13.2 l 1 i I { j j I t 19.E '. I 17.7 13.4 i I i ! 1Q6.B I I i i 1 I I ; FIGCNUMB=R: = 5 G1—=:OTEGH1%•J I GAL— GQh.IZES UI_-Ff::) iTS,, I iVG- E3LJIECS"FRF=-AGi= 1=X 9=)L._C3F2AT i ON L_QG �s_��CT ! �CP•TiDN: G Ai-+GR S OP�IN6 : Eh'iR -ZCI G hL USER: 33H RT P Cc '^ST BORING EL=VATIC": 5,026 T SIT- TGPO DATE DULLED: 3/31/83 SCI TNSPE"G5: -0"; hlr:vELR_ICH. t f ii E �NTi F-C-4 (S T I Y i A A A OR ! PER iQ Y( t. t T =LEV iNo'r ON ]I P1 2 � E L DESCRIPTION GE STRATA P 0 5026 y SA.1mY C_4Y F I' , iDOA. :.10 i S T E t i i 5024 i 9/6 14/5 SS� { r k ST:TY, EA,L'SY CLAY, SULFATE + �,ST?TXGERS, LITC FROWN, i t 10/5 15/5 2 +jBLACK/PR,=i;ti P.M5, POSSIBLE SSS` FILL y I ! 20 1 3� 12/12 4)/6„ 4- CLAY, LIT. MEDIUM TO tSS + %iI5.4 "*CIS7JR=, ST:=F, t 1 Q EVcRY rDiST, _Gin' D-:NsiTY, 1�10 T i ! 3 t(VERY EAVDY CLAY WITH SOX-r ISE SiLTY EMD PM GRAVEL - _AYERS, SATURATE] SILTY SAND & GRAVEL, MED TO t G4 DEVISE, SRT.RAT:A2'fIE �• 5A?1DST0`K-/5;,_TST�Cti=, a�iRB, A'' 27', CEr-X—cl) LAYER 3-:=5aL AT 27. 5' TOTAL 0=174 Cc -EST °RING: 27.5 FEET D'U"H " FREE ER: 16.0 F_ T ON 313 /B-: (E-EV 5010 15'-2r ON 4/3189 50:0.63) DRI -INE CON—R,47DR: K.' SAMS-E tiAY!`ER r,IG!7- 140= DROP: 30" 5AM?LEZ DATP.: SSE = STJ 5P_IT SPGON SAMPLER f2-3/0° ID, 2" CD) C5 = CALIFCRN"P• Skr-"'ER ER (2'° I J, 2-: l2" M ) t MOISTIMINU51 ; CONT [0200 , LL PI =ST RLv_CTS DRY i FHA GRAIN D'= 3ITYjSWELL! SIZE ; (ec�} i(asr); ANALYSIS ' t 20.3 16.0-� I 113r10� ! + t I 19.. i 1 20. , 20.2- 23.2 10c.3 '• � � ,~r SEE F/4�/QE 5-I Aae GWVS17GiG4iTXaN i TCST/K FSd4T5• i I -- -- CE-=:QTECH6V T CAL C:CDPQE3 UL-F""TE3_ IC iV(_-:�.. SUIF%SU lZF"A(-- E=-: E= X PL C3 FRA-i T Oft LOG TES' B031:6 LitYBER: 7 "El' i F _ GCI JOB KU*-PER: 33H NS, C:ILGRADD DRiL'_IyG 01: GDI SFYFL= 'rA"Y:=r7 +�iGrT: 14N DIN: 3(t" TEN OF TEST KRING ELEVA-,GN: 5025 * SPNPLER DP.TA; 5S3 = STD 57:.IT SPDG1 5A4R_ER E:^+:u!: S:TE ?GAG U-3/8" D. c" ED, C5 = CALI=ORti:a SA?I,LER ENTE ]3:- EL; �/3:/69 5 . INSPECTOR: JG''-.N A:!!;YE_REi4i.. :r. (B't ID. 2-1/?" uJi i 1 7TST K=SLiLT� 1 i I DPT4 i BLGO 5 Ti Y q A L'� PEo G Y. m } T 5 } M. tN7:5'��IN'S! DZY t i iA t SRPIV E�rV I N GN ;I P! 3 E L L=SCnir IC:V uF STRATA P i t ! _ C.."K fx`r'6 , I ]I 1 i,,_NSTYi jID SWELLI 7 SHE �f2�t) i St7'NPltf{ iL M t I / 1 %1%) =�f) I (n') ` Ak:4=YJ:5 } i ! i (R{ I '• I I i ! I D 5m5 ` i 6/614/5 i t LAY R[STS, 'i y,-lIS7i }�G:P?Y A>rD C-A'YEY SAZ, .-- 7.4 - /E, 7/5"G CRAVc_ Y CLAY, LTTE�:SS i Doi+SITY, I 11f 1 3%F. li%; ✓ i• i ��: -�'i, =�.!ri ��, S.1t.-ATEs GR iMi ta.% Rc.JL i,+: I } ! I I ! } + � i i�' L:G4TcR GOLGR, VERY wGi5T1 i i i 1 4. TO WET :5 18/5 1416 1 2 r- + cc}VM I : I II fI L c0 .K ,S i ._/5 N _ ! s..i ^r. » -w�;1C' T Otjt �r_ I SA\D P D u , . �� A 0. , I SSS � i}. LF I 1 } i E ::::::: DES-, SAT'URATcD, 3R i �•"•.".� t,S. T:.Tu�_iCLAYSTI_ti=, ri?'_ +- I { : i 1 ' r "..'_"i !-!SANDY,LE'W ? !�EDi��! i ;v.DIS' Rom, MARL 3iT I rE'DTy IF -EST DORING: 23.0 FE- "iG 'R= ,-;U,*P: - 7 DEPT:; T_ FR-E jfiA-ER: S.D I-Ei. CN /31lb !=LrV MIN �P'l-D AT 121-10" DV +lS/t3 i,= EV 5013.:7) CI-Ei:)-IF c:i:;"" I CAL_ (-- CD I%J:E; Li L- -F i=) r"ll -F S� 3 fti1C_ 'SIJUcS3[J Rr--AC:E E X PL_C R[-=kT I Cht L ClG 71`0 F TEST _ BRING D, r'A-ION: 5026.: _ S-`7 TOP? It JrILLJ: 3/;,1, i5y RE"ul". .C'•• I >JL�'k5 I =R 'ER (feet) j SAYPL_R L 0 5026. f 5424.E + S/5 816 — ;r i i + S/8 6/8 } i T ,G 1 5/6 &6 I SC,:33. 5 41 ,5 5,0411,5 4. 4/5 ~,i5 i i F)08.5 { i 1 I I 9 (: L [ES'CRI;-TOti OF STRATA t I t 1 1 ! LLAY FT ' , ROOTS, 5I':.? Y, SPEZY CLAY, LITE 2 +PRO;y':/PLEAD—c SROTS, 50!'S 1SS5 + 5"4L_ GRWEL , r—EDICM f MOISTURE, LO:W TO MEDIUM t 2 �.. SANDY i_AY, 5G= fER AND MGR= + CS SANDY, VERY rDtSr } 55 ±` ' •' •'j tiA'iD5?C�'E/5?LTSTGRE, i_iT= ( • . .. Tl - -- ?rj 54/4" , ! • i 70 Y. D ER0WN. MEDI?'M 'MD, FINE GRAI\E, 1 I + + I 1 30 } f. 7-74- DZaTH '_ST 30RT4'_: M.0 F=_. D=P'H ?O FREE- 'WPTER: 15.0 "EET GN 3/3:i¢3 (ELEV 50'...5) 5A7--,_E -hwrtR IWEi9"f: 1.40-1 D "D: 30" SAY- ER DATA: SES = STD EP-11 03) CS = M TclrR\:A SAVLER —T- MOISTIli1_S� ! i 03Y C•-A 53AIN OnNT #2Ut� I 1 PI 0--c:\SITYj��_LL± SIZE i (%) (S) I (*) ( 00 (.-.:f) 1 05f) I ANA-'-YS:5 i i i i I t I 1 � 1 11.0 ! I `r 19.8 I I I 19.1 1 E_ 30 1 _7 r , I I � 17.1 ! ! l I r ? i i I l I I i ! * SFG FiGURe 5-Z rue CLWWeID4MW ' i rZ&srrn•C. AFEWI-rs. I GECJTEI--"" I C1::lL- CORlSUIL_-I-AN-TS,, I h!C SLJLJ RF'ACE E X PiLCJ RA-9'- I CDN L_C3C3 PPD.'E'T Lr,A"'E\: PuPA-M'CR S-=GPP:kC CE1-E�+ F03T COLLINS, E'�Lu.Ra:7 TGc OF TEST .,NI S _LEVAT:E+N: 0,28 - DA IJY; SITE TO-DO DA"E DRILLI-D: 3/3;/5: i OR P=R ='-=V ! I N c H C� 0 5028 �— 14/6 !4/E i I 5 7/5 8/5 f I i 1 T i 1-0 j 7/6 5/5 I i 1 5014 5/5 5/5 i 50 _. ( 1 _ I /6 35!h i •h I ;C I DU LING CC�FRACTJR: 93. SAk'PLE PA' YER WUNT: 140# DRGP: 30:' SAM-ER DATA: 5ES = STD SP'-IT SP20!i SAMPLER CS = CALiFQRN:A SAMPLER i i 1 S n T ! S.fi l Y i AA' �II ' YI T c 1 ► N ' rQIST'r�l\sS II Pf 3 E L' DESrRIPTID'1 S,= STRATA 1 P CQNT I#200 1 E ! 1 + iR;! 1 , fI --I SILTY CLAY, MIT15H` VERY ; f i 2 �-1 `T7F, POKi:S, YG1 ;D, 469� 1018 t + Q+i iQIST'-IR-- - - - - -- t I 2 —II t TV SILTY TTullCLAYEY SAVJ CI 4SS� I 5.5 —1 SANDY SILT, LT BRN, LC;ti-MED I STIFF, M_D ' 0-5-1- - i �SI'_TY, SANDY C;A , LT RRU TO j� I 1FI 2 -1rti7i5ti, 9 10' M10-'1 r,':ST,rS55, { :0.3 -QRQLE, LQ'a=.1 DENE, u�_ SILTY S.I.-ND LAYER. c;nv- rLAY t f 1 ;.. • • • • •i 9 +•CA:R.D.NATES f 17.3 - --; �7 j-� C_AY. VERY KG13T, L-,XA T7 CS I ' 15.14 I K.-=, Al 15' NcT t) 1 5aPd7 IN ct:=�aS:_T,STGNc, Tiu�S� �7.7 i I T RED. 3R_i7iN. f T I S f f I 1 i 4 ARTEn: .4.0 FEET 'v 3/3/59 (ELEV E0:4) 15'-,•' rN 4/3/89 (r_FV 511"12.7) n I EST CICSLL7 :i DRY FPA t 3RAIN +' = PI jD1SITY Sv SIZE M ,(%} (0cf) j(3sf} AtiALYS.7S f s I i 110.7 t 1 � I � I P I f I j i I FIr-URE N'-!' i '--q GI'=OT_f=— "t%_i I CAL_ (__C)"!s"L-FczI VTS, = t%J _ O"1EXE3 d FR F= PiOt= FEE X PLO FR:AT T Ot+t LOO - '_\T: 1327-NBFur/DcH\ PROF=CT LOCK' CN: MAR-w-DR SH,-rPiX3 C; 77"R TEST B0191ANS ELEVR-ION: '5030 4- SITE -u?u DA E DRILLED: 3/31/69 3C.I Ik•S5E7OR: J LN H:YMELREICH, ?r. I i S IWT+ i5 DEPTH 2.AAS �5 T� Y A R JR I PER .0 Y� M T B i M EV INCH DIN ;I ?i n I E L ! D"cSCRIPTION OF STRA'A F {reef) SA>lPL_R IL �� 0 1 :R E I L ( R 0 E030 i I i i 5 TY, SAIDY CLAY, HRN TC i t :2/5 IE/6 2 I— :�� flELGNDE, LC �`0_'ST, MED STIFF SSA 1 5027 ` �,SiLTY 5 1 b Si-il6 SNLL GR4VR t -'�''' L!34T TO rEDI�V HNN, TSSS 1 t � �rl% •.. b:: � ' j LN 07_SL'R=, W TO XEDHAI t DENSITY t 1 5022 .. � '' .�t 3/6 i3/6 1 2 ! S-LTY, SAN''DY 4 AY, LIGHT ASS! ! ;--• : � i LROI,�N," ?EDIL , STIFr, I ED U?1 1 i f ;YCIGTUR=, SDME 4- S:i TY CLAY, `013.C• t 1: 7 + L2W D_NSITY, COBB_E AT 16, T I 5,'1__ t j •m•"�"•f "-"-"- SA�'35TG+lE/SILTSTu1E 20 + 50/3` 3 t FINE CRAItED, L=G iT BROWN, �SSS� E+L ID;7 TO M3DERATE C �! EMT, i j I HARD i I t � a TOTPL DEFT' -I Cc . E5T BGRI.Q: 0 --P ^- 70 raE_ WA -CR: 17.0 FELT Oti 3/31/e? (=LEV 5013) 5" GN 4/3/53 (=-V _013.6) SWEET . G= 1 1� 5Gi JOB V_!MPER: 3389 LRIL_I�:G CCN-7RA�i^R: GDI S M?L_ rP''i.;ER �EIBH7: :40€ DRDO: 30' SAMPLER DATA: SSG = STD SPLIT SPOON SAY,}_ER (:-3/6" ID, 2" L.D) CS = CALIFORNIA q-yP.ER (2" ID. 1/2" 'JD) i-ST RESLILTS MOISTMINUS; � DRY ! F.A � GRAIN C13NT .t€200 ! LL PI IitGSiTY;SJSLL SiI= (%1 (%} S(%) Ii%l (ecf) i(esf1 ANkYSi5 I i 1 F i 17.4 3.3 i t i I i /.. t � 1 17.3 162 X. 16 i 1 , i t i 19.0 i I 9.6 I I i I I FIS IRE NUKBER: _ c J GEC3TC:I-- LL`L I iCAL__. CC)NSUL__F PkJVTS, I "CC— SUXHKSU REPiCE E X L)L.0 RAT I C3 N1 L_OS CLiEN7: ROSE-NPAL"/DEAv :!K ECT LCCAT LN: NlAR-MCA S�OPPiNG CENTER F'JRT LL'LL1:V,5, u:!LvK;•'DL TOP O; TEST BDRING ELEVATI,N: 5032 = OATJ,+.: SITE 7000 LATE [jjT; LED: ?/31/53 1 DEP'n i -V (feet 0 �0s2 TEST BORING NUMBER: 1' SHEET i OF i GCI JOB N!.:>~`BER: 1369 DRILLING CONTRACTOR: GD_' SAKPLE KA^"'.ER WEIGHT: 140# DROP: 30" SA:yPLER DATA: SES = STD, SPLIT SPOON SAMP_ER C5 = CA_Is=O:N h SAMr.-ER (V :D. 1/2" OD) j TEST RE_LP-T5 j 1 +'OISTi!,I-NUS r ,I i PRY I F-.; ( GRAIN P CONT €200 L_ ! P: lDENSI7)•' So:_�L* SIZE M I {x) (ac ;DS`) A;vH PSIS t i CUAY FIL-, ENNIDY, h:_D 7O D!(+ I 3/5 4/5 I 1 ".4-M'! +1B4NN, iNED ,�CiS7, SC�i�T=n=D �SSS' 19.5 ( i i ! 1 5S0 j 5 + ;,/G 17!4 I+I RE. L'SA'_ ON r0i__="cR AT S' i•GSSI 1 i i y S i L-Y, SANDY CLAY, MEDIUM 1 ! � 1 i '_• •__• + 'J SITE BROWN', LG;i TO i*=?i=!`: ( 4-12/E 2/6 E '' ST .. �-5SS! + _ f i i 0.9.5_._ [IL?Y GRAVELLY SAND,BRO4;N T JI ! ( ,.. I 15 16/E 15/6 5 -PMEDIUM TL V=tiY DENSE, �SSSi i i; T tCCASIO:vAL COBBLES, LQ^ ' 5014.08f d I MO 5,,, 4 ! , ,R •••t l r t •tttR }ISILISTOV�SA0S—ONEP, J 5RAINTj,a. 'vERY DENSE, LO'H TO MEDIV, ,rLI ,�r i i t ( - i 4o T07AL DEATH OF TEST PORIN : "'O.0 F_UE DEPTO, TO F3H 'riATER: DRY TO Tr=TAL NMI ON 3131/89 1T-11" Iv 4!3/39 (ELEV J014.03) GCI INSDECTOR; =HN Jr. ! i 5 i4 T I B0'is I5 7i Y ! A N ! ==? iO YI M i - E IVC! CM (I Pi 3 , E Li SA ; L c 0 I I DESCRI:PTIEN 0= STRATA F.3UR_ N_yi P_R: _-3 ENE MEN Own IMM IBM WLW 0 OMM MEE Ml ELMOIS mmeml BONN= mmm lM=MIEM BEEF Geotechnical Consultants, Inc, SEINE WEINEENSEM 'Em, I WEES ME I SEMEN ONE Mm ONE MEN WOMEN milliWOMEN mmw WOMEN soW0 mill JIM 6 0 101ME1101 own N 11111�111111100 IWO mm I OlErs1l WIMEMIE m mmm ERMINE WOME WE m WE NOME rr COZZ.IHS X7HAe SYaCPYNo 07;r,- T ,Zv E76-r (7C - le -iical Gcotedu Consultants, Inc,