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Home My WebLink AboutGEOTECHNICAL INVEST ELSINORE CITY CENTER DEV RAILROAD CYN & GRAPE and Associates, Inc. JUN 2.6 Gerald E Munier&Assoc. r PERMIT # .� W NUMOR Mt!:T WWANr ALL IIIS UTIOM GEOTECHNICAL INVESTIGATION ■■n somas Osman ElLSINORE CITY CENTER DEVELOPMENT IIIIi ■■■■■ .■■■■■■■■■■■■■ IIIII IIIIIIIIIIIIIC RAILROAD CANYON ROAD AND GRAPE STREET ■ammo ■■■■■■■■■■■■■■ Mum■■ ■■■■■■■/■■■■.. Mumma ■oomm■mmonswa■ Mumma ■ E LAK ELSINORE, CALIFORNIA I IIII I■■■■■■■■■■IIIIIIIII ■..III: ■■■■■ ■■■■■■■ ■■■■a■■ woman wa■m■om■/■■... ■M■oa ■■■■■■■■■■■■.. ■a■oa ■■■■■■/n■■■■■. VOLUME 2 OF 2 IIIII I"own IIIIIII Mumma ■■■■■■■■■■■■.. womm ■■■■aaaanwM■a■ ■■■■■ ■■■■■■■■■■■■■. 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A. NICOLL and ASSOCIATES, INC. 17241 MURPHY AVENUE IRVINE, CALIFORNIA 92714 SUBMITTED BY: HILLTOP GEOTECHNICAL 250 S. Lena road San Bernardino, California 92408 TABLE OF CONTENTS Page INTRODUCTION AND PROJECT DESCRIPTION . . . . . . . . . . . . . . . . . 1 PROJECT SCOPE 1 FINDINGS 2 GRANITIC BEDROCK DESCRIPTION 4 SEISMIC TRAVERSES 5 CONCLUSIONS 11 BUILDING PADS AND UTILITY TRENCHES . . . . . . . . . . . 13 OVERSIZE ROCK DISPOSAL . . . . . . . . . . . . . . . . . . . . . . 14 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 ATTACHMENTS PLATE 1 AND 2 (Not included. See G. A. Nicoll and Associates, Inc. report, Plates 1 and 2, for locations of seismic refraction lines.) APPENDIX SEISMIC TRAVERSE PROFILES Hilltop Geotechnical SAN BERNARDINO OFFICE - 250 S. Lena Road, San Bernardino, CA 92412 (909) 884-1155 RUNNING SPRINGS OFFICE - P.O. Box 663, Running Springs, CA 92382 (909) 867-5593 l INTRODUCTION AND PROJECT DESCRIPTION 1 This report presents the results of our seismic refraction evaluation for a proposed commercial development which is to be located at the southeast corner of Grape Street and Railroad Canyon Road, in the City of Lake Elsinore, County of Riverside, California. It is our understanding that the proposed construction will include ten individual buildings, including a Wal-Mart,varying between 3,000 and 126,390 square feet in size. In addition, associated parking and numerous landscaped slopes are proposed. The site had been previously cleared at the time of this survey. In addition, haul roads were made and numerous drill pads had been cut. Many of these areas were utilized for seismic traverse locations. It is our understanding that a significant amount of grading will be necessary to develop the site. Cuts of up to approximately 35 feet are common with one proposed cut to be on the order of 110 feet. This assumption was based on our l review of the site topography and the provided grading plan. This study supplements, 1 and was conducted concurrently with, a subsurface geotechnical investigation provided by G. A. Nicoll and Associates. The drill log information of their investigation was correlated with this study. The site configuration and exploration locations are shown on Plate Nos. 1 and 2 of this report. PROJECT SCOPE The purpose of this exploration was to further evaluate the nature and engineering properties of the subsurface materials underlying the proposed development from a rippability standpoint so that geotechnical design recommendations with respect to site grading can be provided. The objective of our services was to supplement the previously 93SBO15 April 12, 1993 Page 2 performed seismic refraction survey shown in the referenced report and further delineate the bedrock characteristics on the subject site. The following items were used as references for this exploration: o Information obtained from telephone conversations and site meetings with Mr. Gerald Horton of G. A. Nicoll and Associates, Inc. o Review of the referenced Geotechnical Report. o Information presented on the site plan, at a scale of 1" = 40', prepared by Nasland Engineering, undated. o Knowledge of the City of Lake Elsinore and County of Riverside regulations by members of our staff. o Knowledge of the general area by members of our staff who are familiar with the local soil, bedrock and groundwater conditions. o Analysis of the field information obtained from the concurrent drilling exploration. o Research of available geologic literature pertaining to the site and nearby areas. FINDINGS Rippability evaluations and subsequent grading of a site containing bedrock are strongly influenced by the physical condition of rock masses. Aggregates of blocks of rock material can be separated by structural features such as bedding planes, cleavage planes, 93SB015 April 12, 1993 Page 3 joints, fractures and she4r zones. Generally, rock masses tend to be rippable if they have closely-spaced fractures, joints, or other planes of weakness. This holds true even for hard,brittle rock. Conversely, massive rock materials lacking discontinuities, even where partially weathered, may exhibit marginal rippability, and blasting may be the most economical method of excavation. For purposes of this study, rock masses were principally explored by multiple seismic refraction lines, while the borehole excavations, performed by Nicoll and Associates, provided direct excavatability data as well as a means of correlating geophysical data to provide depths to non-rippable rock in selected areas. Seismic refraction methods measure the velocities of compressional (sound) waves through soil and rock. Seismic waves move quickly in dense, unfractured bedrock and more slowly in highly weathered or broken materials. Therefore, there is a close relationship between seismic wave velocity and rock excavatability. Some seismic refraction lines for this study were run adjacent to exploratory borings in an effort to develop correlations between observed excavation efforts and measured wave velocities. The seismic refraction method assumes that the rock masses are laterally homogeneous, with constant wave velocities within horizontal or dipping layers. Our experience and observations indicate that bedrock hardness is not homogeneous on the site, particularly near the steeper hills, resulting in average velocity measurements through hard and soft zones. The maximum depth of velocity of measurement is generally between one-third to one-half the line length. Twenty one seismic refraction traverses were run to determine rippability characteristics that are common to the site. The seismic survey was performed with an EG&G Geometrics ES-1225, twelve-channel refraction seismograph. Geophone spacing was twenty feet and a total of three or five shot points were utilized on each traverse. All traverses were conducted in the forward and reverse directions. A heavy sledge hammer 93SBO15 April 12 1993 Page 4 P � g was struck g3' a upon metal late and used as the energy source. Seismic data was recorded P P in the field. Later, this data was input into a seismic input and an editing program called SIPIN AND SIPEDT for subsequent running on SIPT2. SIM is an interactive Fortran program for the processing and plotting of seismic refraction data developed by the U.S. II Geological Survey. Copies of the output data are available for review upon request. The 1 seismic profiles generated by the program are included in the Appendix. The approximate location of each traverse is presented on Plate Nos. 1 and 2. Typical hillside topography was common to the proposed cut areas of the site. As such, lstraight, flat areas, optimum for seismic refraction evaluation were not always available for the location of the seismic refraction traverses. Most of the seismic traverses were conducted in areas that required topographic corrections and/or 'Y' offsets. Elevations were obtained from the referenced grading plan. Existing cuts were estimated and + incorporated in the input data on the traverses that were conducted on cleared roads and/or drill pad areas. Slope terrain corrections and 'YY' offsets were assimilated and Iprocessed by the computer software program. l GRANITIC BEDROCK DESCRIPTION Much of the site is underlain by granitic rock that is at or near the surface. Rock descriptions have been discussed in previous reports and are only highlighted in this Isection. Surface exposures suggest that the rock texture and rock integrity may vary J considerably across the site. This appears to be largely due to crystallization affects as well as post emplacement affects (tectonic,waters). Some rock areas (seen in the central portion of the site) appear to have been locally hydrothermally altered. In addition, dike and/or sill intrusions have locally intruded the host rocks and are concentrated within the northwestern hills on-site. The hills within the northeastern portion of the site appear to contain numerous resistant core-stones. Overall, visual inspection suggests that much of the granitic rock is coarse grained, and decomposed. I 93SBO15 April 12, 1993 Page 5 ` SEISMIC TRAVERSES ITwenty-one seismic traverses were conducted and ranged in length tY g between 160 and 220 1 feet in length. Each traverse is discussed below. All of the traverses were shot at both ends and in the center. In addition, many were shot beyond the geophones in hopes of obtaining deeper information. The seismic velocities were tabulated and layers were assigned to similar velocities. The velocities of each layer were added together and a Iweighted average was obtained. The calculated depths of each velocity were tabulated and a computed seismic profile was generated, based on the best fit model. Two I potential problems such as blind zones and velocity reversals can significantly limit the validity of the seismic data and can produce erroneous computations. These problems often cannot be eluded and can be significant disadvantages to seismic refraction. The calculated velocities of individual layers for each traverse is summarized in Table 1. JMinimum computed depths of each layer is also given. 1 1 1 _ 1 J 93SB015 April 12, 1993 Page 6 TABLE 1 I SUMMARY OF SEISMIC DATA 1 TRAVERSE LAYER 1 LAYER 2 LAYER 2 LAYER 3 LAYER 3 NUMBER AVG. VEL. AVG. VEL. MIN DEPTH AVG. VEL. MIN DEPTH 1 2351 4511 28.7 2 1527 3351 10.1 5643 32.5 3 1490 2719 0 4424 32.4 4 1095 3884 3.8 25,287 47.9 5 965 3450 6.4 4725 20.9 6 1031 3324 6.9 3718 10.1 7 2278 2822 7.6 4412 33.3 8 2109 3283 7.1 9 1861 3801 17.0 10 2017 2523 11.5 3591 20.2 11 1661 6648 14.4 15,919 40.6 12 1632 6235 14.2 8148 19.4 13 1113 3364 2.3 5887 18.3 14 728 2954 0.9 6551 13.8 15 1310 3202 7.6 16 3107 3281 0 10,562 25.2 17 1982 5006 26.5 18 1599 3660 23.0 9736 125.7 19 1109 2470 6.0 20 1486 4480 29.4 21 1612 3400 4.0 7, 8, 10 2199 3040 12.0 4737 24.1 8, 10 2006 3007 4.5 1 4241 33.7 _J 93SB015 April 12, 1993 Page 7 According to the published Caterpillar Tractor Company Performance Handbook (17th edition, 1986) rippability charts, granitic rock is considered rippable if it has a seismic velocity of less than about 7,300 feet per second. Marginal ripping is expected for granitic rock with seismic wave velocities between about 7,300 and 8,400 feet per second, and above the 8,400 feet per second value, the rock is considered non-rippable. Actual rippability depends heavily on equipment size, type, condition, and the skill of the operator. The aid of a competent contractor experienced in the excavation and removal 1 of granitic bedrock materials should be utilized in evaluating the actual non-rippable value selected for rock quantity calculations and construction bids. 1 A brief discussion of each seismic refraction indicating location and specific velocity information is presented below: ST -1 This traverse was located on a small ridge within the southwest portion of the site. A two layer seismic model was generated showing a maximum velocity of 5211 fps in layer two. Rippable conditions are indicated to depths in excess of 40 feet ST-2 This traverse intersected a saddle between two ridges in the northwestern portion of the site. The surface rocks contained numerous dike/sill material and were heavily jointed. Layer 3 ranged in depth between approximately 32 and 78 feet below grade with a weighted average velocity of 5643 fps. However, one velocity segment was in excess of 9300 fps suggesting corestones may be present at depth. Overall, rippable conditions were indicated. ST-3 ST-3 was conducted on the ridge immediately north of ST 2, within the northern I most portion of the site. The calculated results were similar to ST-2, indicating rippable conditions exist to depths in excess of 32 feet _J _ i 93SBO15 April 12, 1993 Page 8 ST-4 1 This traverse was located on the west facing side of the northeastern most J ridgeline. Numerous exposures of rock outcroppings and residual corestones are present on this ridge. Velocities show that rippable conditions exist to a depth of approximately 47 feet below existing grade, at which extremely hard rock conditions.were indicated. However, drill rig refusal occurred on three attempts at depths of about 20 feet. The drilling locations were near the northern portion of the traverse. Poor correlation exists between the borehole data and the refraction data as high seismic velocities normally associated with drill rig refusal ' were not indicated at the drilling location and at the depicted depths. The high seismic velocities associated with this traverse coupled with drill rig refusal, the presence of corestones and the rigid rock outcropping in this particular area strongly suggest that non-rippable conditions may be encountered. ST-5 ST-5 was located adjacent to the southern portion of ST-4. Similar lithologic features were noted. Individual velocities were calculated to be in excess of 5400 fps, suggesting moderate to heavy ripping may be encountered. Excavation conditions are anticipated to be similar to ST-4 and oversized material is expected to be generated from this area. ST-6 This traverse was conducted on a roadcut and continued westward from ST 5, adjacent to the same ridge. Weighted average velocities indicate that moderately rippable conditions exist. However, individual velocities of nearly 7000 fps and over 14,000 fps were computated in layer 3 at depths as shallow as 10 feet below existing grade, suggesting that hard layers and/or corestones are present. Areas of marginal to non-rippable conditions are probable and oversize material is 1 expected to be generated. . l 1 93SBO15 April 12, 1993 Page 9 ST-7 thru ST-10 These traverses were conducted along the ridgelines of the high hill adjacent to the east property line. Guts on the order of approximately 110 feet are proposed 1 in this area. To evaluate the cxcavatability of this proposed cut, traverse nos. 7, 8 and 10 were run along the ridge and traverse no. 9 was performed along the dozer road down the ridge. Each traverse was computated individually and also tied together to compare profile variation. The maximum weighted average velocity computed to be 4737 fps, indicating rippable conditions exist Maximum depths to the top of this layer range between approximately 24 and 42 feet below existing grade. No seismic velocity indications suggesting that non-rippable material exists to the depth of the proposed cut were indicated in this area. In addition, drilling was conducted below this area to a depth of 80 feet Rippability evaluations were also previously performed in this area as a seismic traverse had been conducted during the referenced geotechnical investigation. The study obtained velocities of approximately 5900 fps. ST-11 and ST-12 These traverses were conducted on the ridge underlying Parcel 3. Rock outcroppings are present in this area. Velocity computations for layer 2 indicate that marginal to non-rippable conditions exist at depths as shallow as approximately 14 feet below existing grade. The data also shows increasing velocities at depth, indicating non-rippable conditions exist at approximately 20 feet The weighted average velocity of layer 3 for traverse no. 11 has been calculated at 15,919 fps. Heavy ripping and blasting should be anticipated in this area. Oversized material will most likely be generated. ST-13 1 This traverse was located within the southern end of the proposed Wal-Mart pad. Guts on the order of 50 feet are proposed. Marginally rippable material is indicated with maximum velocities in excess of 6900 fps at approximately 18 feet 1 below grade. Oversize material should be anticipated to be generated in this area. _J 93SBO15 April 12, 1993 Page 10 ST-14 and ST-15 These traverses were conducted in the parking area northwest of the proposed Wal-Mart pad. The traverses displayed similar results and correlated well with the results of nearby traverse ST-2. Overall rippable conditions were indicated, but one velocity in excess of 10,000 fps was indicated suggesting that hard corestoncs are most probably present at depth. ST-16 This traverse was performed in the bottom of the bull dozer cut within the Wal- Mart pad. It is our understanding that this cut is approximately pad grade. Light to slightly moderate rippable conditions were indicated, as verified by the cut. Non-rippable conditions were shown to exist at a depth of approximately 25 feet below the existing cut grade. It should be noted that the bull dozer cut appeared to intersect a fault zone. The rocks in this area appear to have been hydrothermally altered and are abnormally soft due to shearing and alteration. It is suspected that the amount of hydrothermal alteration decreases, meaning rock integrity increases, as you migrate away from the fault zone. ST-17 This traverse was completed along a drill pad on the hillside underlying Parcel 2. Guts in excess of 45 feet are proposed in this area. Moderate to heavy ripping should be anticipated in this area. Weighted average velocities were in excess of 5000 fps, at a depth of 26 feet. Oversize material is anticipated to be generated in this area. The data also suggests that corestones may be present in this area. ST-18 and ST-19 These traverses were performed on the same ridge as ST-7 thru ST 10, but at a lower elevation. ST-18 was conducted on sloping terrain, down the ridgeline and ST 19 was conducted on relatively flat terrain, roughly parallel to the hillside. Both traverses indicated rippable conditions,with the exception of ST 18 of which a weighted average velocity of 9736 fps was computated at a depth of 93SBO15 April 12, 1993 Page 11 approximately 125 feet below existing grade. Borehole data at this location confirmed the postulated rippable indications. ST-20 -1 This traverse was conducted on a suspected southeasterly extension of the ridge I underlying ST-1. Rippable conditions were indicated to a depth of approximately 45 feet. The lack of seismic velocity data prohibits making velocity determinations below this depth. However, no evidence suggesting harder material was shown. ST-21 This traverse was performed on a small ridge to aid in determining the depth to crystalline bedrock. Based on the results of this traverse, decomposed bedrock ranges in depth between approximately 4 and 16-1/2 feet below existing grade. Rippable conditions are indicated. i CONCLUSIONS The seismic profiles indicate variable bedrock hardness, with average velocities ranging from 965 feet per second to over 25,000 feet per second. The seismic data have been correlated with the observed degree of weathering, borehole data, rippability, and previously measured seismic velocities within this project area to aid in geologic interpretations of the site. In general, five velocity layers can be distinguished on-site. 1) A surficial layer of soil and extremely weathered bedrock with approximate velocities of 2,500 feet per second or less. Considered to be easily rippable. 2) A middle layer of mostly moderately weathered bedrock with velocities of about 5,500 feet per second or less. Considered to be moderately rippable. 3) A zone of only slightly to moderately weathered bedrock with velocities generally Jless than 7,300 feet per second. Considered to require heavy ripping. 93SBO15 April 12, 1993 Page 12 4) Slightly weathered and very massive rock materials, such as those exposed in some 1 of the steep hilly areas where hard resistant rock outcroppings are shown. Considered to be marginally rippable to non-rippable. 5) Hard massive rock outcroppings in which the rocks appear to have velocities generally in excess of 8,400 feet per second. Considered to be non-rippable and 1 require blasting. Because of the averaging effects of weak and soft zones on measured rock velocities, rock classified as rippable is expected to contain small, isolated zones where blasting may be necessary. Corestones are common in mostly highly-weathered zones, although their percentage of the total rock mass may vary from place to place. Rock masses with velocities exceeding 8,400 feet per second are expected to require mostly blasting for excavation. Correlation of geologic outcrops and data variations indicate that generally, rippable conditions are indicated for many of the proposed cuts over much of the site. However, hard areas and corestones are also indicated locally and are anticipated to be encountered at random locations,which may require special consideration. Additionally, conventional backhoe equipment may locally encounter difficulties during utility emplacement and blasting or heavy breaking may be required. The results of this study indicate the hardest rock area underlies Parcel Nos. 2 and 3. Velocities normally associated with blasting are indicated within the depths of the proposed cuts. Additionally, high velocities were displayed northeast of this area underlying Traverse Nos. 4, 5 and 6. Corestones and resistant rock outcroppings are present in this location and should also be encountered at depth. 1 A special note should be made regarding the bull dozer cut made in the Wal-Mart building pad. The cut was made in a fault zone, of which the rocks have been severely J 93SB015 April 12, 1993 Page 13 hydrothermally altered. The apparent ease of excavatibility may largely be due to its proximity to the fault zone. Seismic velocities obtained immediately south of this cut (ST-13) indicate the bedrock material will require heavy ripping and may be potentially marginal at depths as shallow as approximately 18 feet below existing grade. Due to natural seismic refraction limitations, the data obtained for the evaluation of the large cut along the eastern portion of the project was not completely conclusive to the proposed maximum depth of the cut, However, high velocities indicative of marginal to non-rippable conditions were not indicated in any of the traverses completed in this area. Additionally, borehole information obtained near this cut appears to correlate relatively well with the seismic refraction data. In general, the probability of the need for blasting will increase with increasing depths to proposed grades. Where proposed grades lie close to bedrock with relatively high velocities (greater than about 7,400 feet per second), some isolated blasting should be expected. Rock outcrops will mostly require blasting, and experience with grading of other projects in the area has shown that hard-rock conditions requiring blasting usually underlie hard surface outcrops. Corestone may be encountered at any bedrock location or depth on the project site, and isolated blasting may be required to reduce their size or free them for disposal. BUILDING PADS AND UTILITY TRENCHES: During the rough grading operations, consideration should be given to overexcavating zones that are underlain by hard rock near or at grade. Zones of hard rock encountered in street areas should be excavated and recompacted to a depth below where proposed utilities are to be placed. Our experience indicates that conventional heavy-duty excavating equipment and/or mechanized trenching machines are capable of excavating most granitic materials with seismic velocities of less than 5,000 feet per second. 93SBO15 April 12, 1993 Page 14 OVERSIZE ROCK DISPOSAL:- It is anticipated that oversize rocks will be encountered during grading. Proper disposal and/or burial of oversize rocks should be conducted during the mass grading. LIMITATIONS UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifications, if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope of proposed site grading so that it may be determined if the recommendations contained herein are valid. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. 1 � APPENDIX J 93SBO15 April 12, 1993 Page 15 Therefore, this report should not be relied upon after a period of two years without a review by us verifying the validity of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with the standard of care and skill ordinarily exercised under similar circumstances by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty, expressed or implied, is made or intended in connection with the work performed by us or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings. CLIENT'S RESPONSIBILITY It is the responsibility of the G. A. Nicoll and Associates, Inc., or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. ELSINORE CITY CENTER - SEISMIC TRAVERSE 1 D S e r i P o e ' s E i levaton ( f eet ) a t d -280 -240 -200 -160 -120 -80 -40 0 40 80 120 +---------+---------+---------+---------+--------- +---------+---------+---------+---------+---------+ 0. + + + _ 20. 40. 59. 79. + + +• - +j 5 A 99. - + + + + R� + 109. + + + + B _ 119. - + + + + + + + + + ;+ +> - 8 A 139. - - 159. 179. 199. - + + + + + + + :+ +:> 1 - _ 11 A 9-3 D 12 A 218. + + + * + -----+---------•-+---------+---------+----------+---- ------- -280 -240 -200 -160 -120 -80 -40 0 40 80 120 S G P ; D S e r s E l e v a t i o n ( feet ) t d 3a O (d 'b cn a 14 O .d OJ '� A: A: '� Q '� '� 0 to O ti a LO lD I� w 01 C N O LL � W U H 1 1 I 1 1 1 I I 1 1 I I I 1 I I Q + I I I I I + •� M n H`p + + t + it + + + + + + + + `p tv M y�r I En .-1CD .. .. •. •i H • Ley�r a + + + + + + + O m ir-i M ^ � � N Lc ye.r a wCD + + + + + + + + + •• + U + +�/iQ +' N 0 a ..f Lc yer3 o p I + + + + + + + + ,/r + + ca + + + p o 4' •,, ' ,, C + + + + + + + + + + + + p O m + + + + + + + + + . •�.«� N - ��r L.aydr 3 co + + co r O + + + + + + + + + + + + + O N O 1 1 1 ( 1 1 1 1 I I 1 1 11 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I p + I 1 1 1 ! + N • • • • A DI 41 ri O O O O O O O O O 01 C1 CA O; N er co �Oi �r-Ii .Q1I ' 1 L] •rl OD iJ i r ELSINORE CITY CENTER - SEISMIC TRAVERSE 3 1 , D S i G P s S e r t E l e v a t i o n ( f e e t ) P o e .. . a • 900 --�950 1000 1050 1100 1150 1200 1250 1300 d +- +-------+--------+---------+- ---- _ 1350 1400 20. - + - + + + + + + _ _ # :> 4 A 5 A 98. - + + + + l 117. _ + + + + + 7 A 137. - + • ' - ' _ + + :s+ # - 8 A 156. - + + + - 175. - + + + + + 195. _ + + + + + + + + $ r+� - p j 11 A 1 209. + + + + + -1 +# + D A • 214. - + + + + + LU _ 1 900 950 1000 1050 1100 1150 1200 1250 1300 1350 1400 . S D - G P S e r s E l e v a t i o n ( f e e t ) P o e " d ELSINORE CITY CENTER - SEISMIC TRAVERSE 4 S D G P S e r S E l e v a t i o n ( feet ) P o e t P a d 1110 1140 1170 1200 1230 1260 1290 1320 1350 1380 41410 +---------+---------+---------+---------+--------- 0. + + + + + + + + + + # *) + A 1 A 40. 3 A 80. _ + + + + + + + + x > - 5 A + + + + P + +:� + + ;: ; - 6 A 110. + + 140. 160. 120. =B •s: - • 180. _ + _ + + C > 10 A v 200. 220. + + + + + + + + W AqB + *> + C 12 A - _ >•: ----------+---------+---------+---------+---------+---------+--- —+ ---+-- +----•---+ 1110 1140 1170 1200 1230 1260 1290 1320 1350 1380 1410 S Elevation ( feet ) P o e • •, j t a J d ELSINORE CITY CENTER - SEISMIC TRAVERSE 5 S D r G P i ? S e r s E l e v a t i o n ( f e e t ) P o e t a y d 1000 1040 1080 1120 1160 1200 1240 1280 1320 1360 1400 i----------+---------+---------+---------+----•-----+---------+---•------+---------i•---------+-- --+ 0. + + + + + + + + + t *> + A 1 A R 80. - � # •:> 5 A 100. - + + + + + + + + } # :> - 6 A 110. + + + + + + + + + c •:s + _B A 140. - + + + + + + + + A:+ C : - 8 A 160. + + + + + + + + A :+.; 1 9 A • -.f 220. + + + + + + + + + ••A 1000 1040 1080 1120 1160 1200 1240 1280 1320 1360 1400 J D GS i P s E l e v a t i o n ( f e e t ) P o e d � Q+ s� vtilb cna >~ v � b ri ' . 04 U p • l l t l l I I I I I ( I 1 1 1 1 ( I I I I + CD + I I I + I I I I I I o 1 + La y c L.d 3 a ai Layex 3 CD _ + + + + + + + + + + + + + + o o I 1 � � C4 ^ C14 t N +1 H ry ' v v v + + + + + + + + + + + + + + o w N ' + � tl l 0 o = + + + + + + + + + + + + + + + p 0 Clq N I i E4-3 v q -1 + + + + + + + + + + + + + + � � W W 1 1 I ko I o rd CN i + + + + + + + + + + + + + + N - a � I r-i H I U H OUP I + + + + + + + + t + + t + i C W ram.{ I U) 1 I 1 2 + + + + + + t + + + + + + + + + o iv • w � I I � I H U i • •• W oo + + 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 + + I I I I i l I I I I I I I I + I o 0 Ncn ko �' �ri NO UI � LO I% CN O 1-4 M H N H C� •rl N }1 Hrl � I En l . .. w ELSINORE CITY CENTER - SEISMIC TRAVERSE 7 S D G P S e r s E l e v a t i o n ( f e e t t ) P o e f a • 1120 1160 1200 1240 1280 1320 1360 1400 1440 1480 1520 0. + + + + + + + + + :+*,� + B 1 A - + + + + +• - 2 A gj 39. - + + + + + + + W # - 3 A - :C - _ { C 79. J 99. - + + + + + + + #; + C :> - 6 A 1 109. + + + + + + + + t: + I + -C A C - a s - •> 8 A 158. - + + + - 178. _ + + + + + + + # + :>� - 10 A 197. _ + + + + + + + f + ; �• 11 A 214. + + + + + + * + D A J 217. _ + :> -- 12 A - .E 1120 1160 1200 1240 1280 1320 1360 1400 1440 1480 1520 J . • . D S • i S e P I . s E l e v a t i o n ( f e e t ) P o e J t a • d ELSINORE CITY CENTER SEISMIC TRAVERSE 8 S D G P i S e r s E l e v a t i o n ( f e e t ) P o e t a 1120 1160 1200 1240 1280 1320 1360 1400 1440 1480 1520 +---------+----------+---------+---------+---------+---------+---------+---------+---------+---------+ p• + + + + + + + + +: +*> + B 1 A 20. 1 F i - 40. - + + + + + + + Q + . +>f - 3 A ' � 4 A 60. - C i• - 1 :1 - 6 A 100. - 110. + + + + + + + + + *t +_ C A J140. - + + + + + + + + :� 8 A 160. 200. 91 .. 219. + + + + + + + + + *> + D 12 A _ J ------ ------ -------- - ---- 136 140 —144 15 1120 1160 1200 1240 1280 1320 0 0 0 1480 20 S J .f D S e p i s e E l e v a t i o n ( f e e t ) P o .. : t a ELSINORE CITY CENTER - SEISMIC TRAVERSE 9 1 D G p i S e r ; 1 s E 1 e v a t i o n ( f e e t ) P o e .. t a d ' 1120 1160 1200 1240 1280 1320 1360 1400 1440 1480 1520 0. + + + + + + + + + + > +_ B 1 A 20. - + + + + + + + + +> - 2 A # _ _ + + + + + + + + � . 40. i 3 A 59. + + + + + + + + >• 4 A _ _ 6 A . 109. + + + + + + + + + * + C A SL1 D _ - 1 119. _ - - 7 A 139. + + + + + + + + :> 8 A 159. - + + + + +- + + + ; - 9 A 197. - + + + + + + + ;�� - 11 A 212. + + + + + + + + *>� + D 12 A • ELSINORE CITY CENTER - SEISMIC TRAVERSE 10 ' r D S G p 1 S e r 1 Elevation ( f e e t P o e r RF a 1050 1100 1150 1200 1250 1300 1350 1400 1450 1500 1550- 1 0. + + + B 1 A 20. + + + + + + •> - 2 A - Cm •.. 59. - 78. - + + + + + + + p� - 5 A 98. - + + + + + + +1 ' - 108. + + + P E: *> 6 A 118. - + + + + + + + • 913 - 7 A - + •t - 138. - + + + + + + + + +j - 8 A 157. - + + + + + + -- + 9 A l #; D _ C 197. - + - + + + + + + + +:>' - - 11 A 1 214. + + + + + + + 217. - + + + + + + + + D A :• :: + . .. +:> 12 A 1050 1100 1150 1200 1250 1300 1350 1400 1450 1500 1550 • D G P s E l e v a t i o S e r t n ( f e e t ) P o e a J .: d ELSINORE CITY CENTER - SEISMIC TRAVERSE 11 S D G P i S e r s Elevation- ( feet ) P o e t a d 1 1140 1170 1200 1230 1260 1290 1320 1350 1380 1410 1440 -+- +---------+---------+---------+--------- ---------;.---------+---------+------ ----------+---____ + 0. + + + + + + + + i + +, *>` + B 1 A 20. _ + + + + + + + :F + :> - 2 A l 59. c _ - . 79. + + + + + + + :> 5 A 109. + + + + + + + + ; + * + C A 1 119. _ + + + + + + B + + :) - _ 7 A - B ED # .. - • 179. - + + + + + + B + - 10 A 199. ' . 218. + + + + + + + + + + *>� + D 12 A ---------+---------+---------+---------+-------+---------+---------+-�� +------ + -----+ 1140 1170 1200 1230 1260 1290 1320 1350 1380 1410 1440 • S D G P J 1 S e r ` s E l e v a t i o n ( f e e t ) P o e : .. t a d ELSINORE CITY CENTER - SEISMIC TRAVERSE 12 D S i r G p t S e r n f e e t E l e v a t i o ( ) P o e 1 a d 1040 1080 1120 1160 1200 1240 1280 1320 1360 1400 Ji 1440 +---------+---------+--------+---------+---------+---------+---------+--------- 0. + + + + + + + + + *� + B 1 A ; .. 20. - - _ CYO _ _. 40. - + + + + + + + + +C fi :> - 3 A 4 A Ajs. - 110. + + + + + + + + + B * + C A 119. - + + + r E u + + + . -- 139. - + + + + + + W _ - - + + D + . > 8 A 158. _ > 9 A 178. _ + + + + + + + E +:> - 10 A :C 216. + + + + + + + + ;I * + D A 218. _ + + + + + + + : +> - 12 A E E;• C - - +---------+---------+---------+---------+---------+---------+--------- ----- ---- 1040 1080 1120 1160 1200 1240 1280 1320 1360 1400 1440 ;. S G P S e r ` s E l e v a t i o n ( f e e t ) P o e J t a d ELSINORE CITY CENTER — SEISMIC TRAVERSE 13 S D G P i S e r s E l e v a t i o n ( f e e t ) P o e t a -100 -80 -60 -40 -20 0 20 40 60 80 100 d 0. + *1+ A 1 A _ � B 20. _ c B — C — • r 60. + + + + + + + + A:? • - 4 A s� + 70. + + + + + + + + + •' + •* � • + B A s ` • 120. - + + + + + + + + + - _ 7 A J139. + -_ + C 8 A -100 -80 -60 -40 -20 0 20 40 60 80 100 J ' • ,rt o G P s Elevation ( feet ) P o e t - a d ELSINORE CITY CENTER - SEISMIC TRAVERSE 14 D S i G p S e r s E l e v a t i o n ( f e e t ) P o e t a -320 -280 -240 -200 -160 -120 -80 -40 0 40 80 d --------------------------------------------------- ------------------------------------------- 0. + + + + + + + B 1 A - 5 20. - + 2 A 40. 60. 80. • > - 5 A 100. - + + + + + + 6 A _ 110. + + + + + + + + + + s + C A 120. _ + + + + + + 7 A I14.0. - + + + + + + 8 A 160. I 180. - + + + + + p + � . 9 200. - + + + + > 11 A 220. + + + J + + + + + + '*> D 12 A • ' +--------+--------+--------+---------+-------- -320 -280 -240 -200 -160 -120 -80 -40 0 40 80 J D S • i G p S e r ' s E l e v a t i o n f e e t ) P o e _� t a ELSINORE CITY CENTER - SEISMIC TRAVERSE 15 S D G p S e r s E l e v a t i o n ( f e e t ) P o e t a d -240 -210 -180 -150 -120 -90 -60 -30 0 30 60 0. + + + + + + + + + + > + A 1 A 20. - + + + + + + + + + :>•L 2 A 40. + + + + + + + + + ; :>,I- 3 A 60. - + + + + + + + + + •:> - 4 A 90. + + + + + + + + + P + s * + B A 120. + : i ) J _-------_-+-__-___+____-__-+---_ _+___ _+___ + _�_____+ -240 -210 -180 -150 -120 -90 -60 -30 0 30 60 J s D G p i S e r s E l e v a t i o n ( f e e t ) P o e t a d • EI.SINORE CITY CENTER - SEISMIC TRAVERSE 16 D S s E l e v S e P t a t i o n ( f e e t ) P o e •w. -210 -180 -150 -120 -90� d' +---------+---------+--------- --- -60 -30 0 - _ 30 60 90 + + + + ?' + + * + A 1 A 20. 40. + + k + 3 A 1 60. _ + + C -- • - 4 A A 80. - + + + + + + + + 91 5 A 90. + + - + + + •+ * + B A 100. - - 120. 140. - } 8 A 160. - + + + + - _ :> 9 A 180. 10 A ' 200. + + + + + + + - +---------+------ +------- *------- +------> + * - + c ii A 210 -180 150 -120 -90 -60 -30 0 30 60 90 J S e r s E l e v a t i o n ( f e e t ) P o e t d ELSINORE CITY CENTER - SEISMIC TRAVERSE 17 S p G p 1 S e r s E l e v a t i o n ( f e e t ) P o e • t a -350 -300 -250 -200 -150 -100 -50 0 50 100 150 +---------+---------+---------+---------+----------+--------+---------+--------+---------+---------+ 0. + + + + + + + + + + *j + g 1 A u # €•t - 20. - + + + + + + + + +:> j - 2 A 1 = C 40. - + + + + + + + + + :j - 3 A _ ) E . 59. 79. - + + + + + + + + + >• - 5 A l 99. + + + + + + + F + +j 6 A 109. + + + + + + + + 1 + * z + C A 138. - + + + + + + + + : :> - 8 A 1 158. - + + + + + + + + ; 9 A 178. - + + + + + + + +; :> - 10 A 1 198. _ + + + + + +: • - - 11 A 215. + *J: • 218. - + + + + — + D A :3 +-- ---+- --+--------+-- ---+--------+±-------- + + :> - 12 A - -250 -200 -150 -100 -50 0 50 100 150 J _ G p S e r s E l e v a t i o n ( f e e t ) P o e ELSINORE CITY CENTER - SEISMIC TRAVERSE 18 S D G p i — S e r s Elevation ( feet ) P o e t a d -630 -560 -490 -420 -350 -280 -210 -140 -70 0 ,�. 70 +---------+---------+---------+---------+---------+---------+---------+---------+---------+---------+ 0. + + + + + + + + ;�+ + : *>f + B 1 A - :JL s j: _ 20. - + + + + + + + E + 2 A r 58. - + + + + + + + E A+ +: :>t - 4 A 78. ' 108. + + + 117. • 137. - + + + + + + + + -- - F # + :> 8 A • 156. 176. 196. A • 211. + + + + + *,� - • +---------+---------+-------- + + + + D 12 A -420 -350 -280 -210 -140 -70 0 70 D S E l e v a t i o n ( f e e t ) P o e t J d GLJ11vUnL' l.l•1•Y (;�N'r�K - St15M1C TRAVERSE 19 D S i _ .• G P r S e r s E l e v a t i o n ( f e e t ) o P o e t a -240 -210 -180 d . -150 - _ +---------+-------- -120 90 -60 30 0 30 .�, 60 _ + + + + + + + + >#.+ A 1 A 20. 40. 3 A i 60. - ,r. > f- 4 A 80. - + + + + A' - 100. - + + + + + 9-) 6 + + A 120. - + + + + - 140. + + + + - J : -240 -210 +---------+---------+--------- -180 -150 -120 +---------+---------•+ -90 -60 -30 0 30 60 J D S 1 G P s S e r t E l e v a t i o n ( f e e t ) P o e a d ELSINORE CITY CENTER - SEISMIC TRAVERSE 20 S ; • " s E l e v a t i o n ( f e e t ) R o e t a _ _ _ d _3 +------ --+ --- —+------ +--------+------ _ _ 0 300 250 200 150 100 50 0• .•. 50 100 150 0. + + + + + + + + B 1 A 40. - + + + + + + + + +>� - 3 A 60. _ �j B - _ 79. + + + + + + + + +:> !• y A - D - _ 99. - + + + + + + + + +: j; 6 A 109. + + + + + + + + + # :* 3 + C A 119. - + + + + + + + + + :> - 7 A 139. 159. J A - . 178. - + + + + + + + # - J - C - • ' - E - 198. - + + + + + + + + + :> - 11 A 215. + + + + + + + + + * y + D A 218. - + + + + + + + + 12 A -350 -300 -250 -200 450 =100 -50 0 50 100 150 ELSINORE CITY CENTER - SEISMIC TRAVERSE 21 p S i G p s Elevation ( feet ) S e r t P o e a -160 -140 -120 -100 -80 -60 40 -20 d +---------+---------+---------+---------- 0 20 40 l _ + + + + + + + *> A 1 A i. 20. - + 2 A 60. - + + + + + + + + 91 + •�• >- 4 A 70. + + + + + + + + + + * t + B A 80. :A _ - . ' 100. r — 120. 91 _ + •' • > 7 A _1 .. • .. 140. + + a. -160 -140 -120 -100 -80 -60 40 20 + U --+— + •{ - - 20 40 • D S i G p s S e r t E l e v a t i o n ( f e e t ) P o e a d ELSINORE CITY CENTER - SEISMIC TRAVERSE 7 & 8 & 10 TIED _ - D S i G P - s E1 `evati0 S e r • n ( fee. t ) P o e t a d ' . 11 + --+-- —+------i +_---- +_ +- -----+-------+- . 20 1160 1200 1240 1280 1320 1360 1400 1440 -1480 —1520 --- - E _1 '• -220. + + + D 1 A A -161. - + + + + + + + + :> - ;l C - -121. - + + + + + + + ''A ;> _ 6 A -112. + + + + + + + + 4 *• + C A 1 -102. ;> - 7 A -82. - + + + + + + + ;> - 8 A • - QE - -62. - + + + + + + + +: :> - 9 A -52. + + + + + + + + +CE ; * + A B r - - 1 . - -42. - + + + + + + + +Cc' . :> - 10 A Cs s: - J -23. _ +> -- 11 A -3. + + + + + + + + : ++ ; +A# +_ B 1 B 77. .r 5 B OZST 0SVT OVVT OOVT 09£T OZ£T'• 08ZT OVZT OOZT 091T OUT 0 ZT - <: + + + + + + + + + - 'V£V a + E, + + + + + + + + + + '8Z� 1T - <: : + + + + + + + + - 'VT$ OT _ S . IKE + + •6Z£ 1 _ S g OT C; �I . + + + + 'LLT LTT 'LOT 'L6 (.INOO) GSLL OT'381 . SSxaAVEL 3IKSIHS..7 U21H33 AWD allocuSza r rt N F' C7 W Imo' � v Ln W N N t.0 v UNi w W l ! V 1 ! ! 1 co co co %D O O co Q1 0. N p O co Gl .P N Ct N F' C7 O O O O O p p O O + I I 1 1 I + p 1 I I I I + N 11 I I 1 I I 11 I I I i t i I 1 1 1 1 11 I I I I I + 1 I 1 1 1 + 1 1 1 I I I I I I 1 1 1 I I I I i t I I O; I CD + + + + + + + + + + + + + + 1 N + + + + + + + + + + + + 1 CA i I , I O IF + + + + + + + + + + + + + NO F I + + + + + + + + + + + + + p 1 1 1 , ' j r P 1 N I F-• ihi o + + + + + + + + + + + + + + + + + + + + + + + + + i o fD CO t M � I N 1 O i + + + + + + + + + + t + + * m C 1 + + + + + + + + + + + + = o e a ' ct O o + ; w N. 1 + + + + + + + + + + + + + + o O + + + + + + + + + + + + I I = � I I I � W I I F-A Ip p + + + + + + + + + + + + + 0 Fh t + + + + + + + + + + + m � I s I I � 11 o f + + + + + M + o v + + + + + t + + + + + + M1_+ + M + + M + + + 1 I + + + + + + + + •• •• 40 g.. 1 co C) + .. V •• + + + + + + + + + + co Co no LQ N + + I I .. .. 1 I I•� ul CD I I I I I I I I I + 1 1 1 1 1 1 1 1 1 1 1 1 ' I I + I 1 I I I 1 I I 1 1 + + Np Q o l l n Cri I 1 1 I I I I I I I I I I 1 1 1 1 1 1 1 1 F� n ►d (n Ib %I V1 �A. W N I.+ a% Ln .p W m O tD co bi bd � CD b0 � Oti Cd W Cd by b0 Q+ lv fl► 4 ro fA b �' a a (D po GEOTE-C.BMCA.L DIVESTIGATION FACT SFIEEEr Include this form in the G�3technical Report as an Appendix. PROJECT: City Center LOCATION: Lake Elsinore Digiucer: Mohan B. Upasani Phone#: (714) 250-9111 Firm: G. A. Nicoll & Assoc., Inc. Report Date: 4/21/93 Ground 'dater Elevatioix: None Encountered (If Encountered) Date Measured: Topsoil/Stripping Depth: Varies (see report) Undercut (If Requited): Varies (see report) Standard Proctor Results: A tech plots. Varies (see report) Recommended Compaction Control Tests: 1 Test for Each _ Sq. Ft. each Lift (bldg. area) ] every 2 ft. vertically 1 Test for Each —_�Sq. Ft. each Lift q)ar * l of 500 y.d", whichever is less Stiuctural Fill 1142yirmum Lift 11 ckness 8 in. P.1casured loose) Subgra,de Design CBR value = Not available (provided separately) COMPONENT ASPHALT CONCRETE -- — standard heave standard heavy Stabilized Subgrade _ (If Applicable) Base Material (Stone, Sand/Shell, etc.) Asphaltic Base Course Leveling Buidcr Course N/A N/A Surface Course N/A NIA FOUND ATJfnN DESIGNRIA Include this form as an appendix to the Geotech heal r port. LOCATION: Elsinore City Center MTG]2,, R: Mohan B. Upasani COI`T-IU\TY: G. A. Nicoll and Associates, Inc. DATE: 4/21/93 PHOINTE # (714) 250-9111 Foundation tape: _ Conventional AUowab:e bearing pressur;.: 1,800 lb/ft (compacted Fill) @ 1.0 feet 5,000 lb/ft (bedrock) @ 1.5 feet Factor of Safcty: 3.0 Minimum footing dimensions: Individual: 2.0 CondD.uous: 1.0 B/finimum footiub embedment: F-xtcrior 1.5 Interior. 1.0 Frost depth: NA Maximum foundation settlements: Total: 3/4 inch Differenti-3j: 1/2 inch Slab: Potentill vertical ris%: - Yes, where floor covering will be affected Vapor barrier or capillary br:-.alk (describe): by moisture Subgrade re actiou modulus: 150 psi/in Method obtained: - Perimeter Drains (describe): Building: No Ro-tai ing walls: Yes Cement Type: II Retaining 'Tall: At rest pressure: 56 lb/ft`/ft Coefficient of friction: _0.56 COI�Il1�r_NTS: NOTE: This uiformation should not be used s-cparatcly from the geot=hnical report. Sefl,nnlb--r 199: and Associates, Inc. E. A JUN 2 .6 Gerald E. Munier&Assoc. PERMIT # 95--- J-D- THIS NUMBER MAST A—COWANY ALL OPECTtON RENIESTS GEOTECHNICAL INVESTIGATION ■■■ Moons Moons Somme MENNEN ELSINORE CITY CENTER DEVELOPMENT ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ Moos■ ■■■■■■■■■■m■■■ RAILROAD CANYON ROAD AND GRAPE STREET am on Soma■ ■■■■■■■■■■■■■■ LAKE ELSINORE, CALIFORNIA °°°°° ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ ■■■■■■ ■■■■■■■■■■■■■■ ■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ VOLUME 2 OF 2 ;CC;; ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ Appendix F. G and Plates 1 through 5 ■■■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ ■a■■■ ■■■■■■■■■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ S■M■■ ■■■■■■■■■■■■■■ Project 4761-04 ■■■■■ ■■■■■mm■■■■■■■ MoonsMason os■■■So■■■■mS■ Moonsmomon ■■■S■■■S■■sS■S ■■■■■Mason MEMEN ■M■■■■o■■■■■■■ moons ■■■Moo■■S■SS■s ■■■o■ ■oo■■SSo■M■M■■ Moons ■■■■■■m■■■■■■■ ■■o■■ ■■■■■S■■■■SS■■ ■■M■■ ■■os■m■■■■■■■■ ■■M■■ ■■■■■ ■■■■■■■s■■■SSo S■■■■■■mmMn■M■ Moons ■ns■■■m■■■■■S■ Mason ■■S■■M■MS■Mo■■ somasMason ■■■■■■M■SSS■■S ■■■■■ ■■■S■S■o■■■■■S ■■■■■ ■■■o■■■S■■Moo MoonsMason ommommommommon ■■S■Moo■■■s■ ■amour ■■■Sur■■So■mM■s ■■■■■ •■■■■■■S■■■SS■M Moos■ ■■m■s■■■SS■■■■ oo■■■ S■■m■SaS■■■Moo M■■MM ■■■■m■■■■■ms■■ ■■M■■ ■o■■■■■mmo■■■■ Moons ■■o■■■m■■■■■■m MOMME no mossom moons so■■■■■■S■S■M■ Mason ■■■mos■mmom■■■ Moons ■oo■■ano■■■■S S ■■■ ■■ ■M■MM■■ ■S■M ■■MM■MSM■ ME MOMMEMMEME MOMMEMMIN mmmov■■■o� a_ . ■■M■■■mm■mmomm Moss■. --iii. ■s■■■■■■■SS■■s Geologic and Soil Engineers ■■■■■�"�■■■■'■■■■■■■■■■■■■■ 9 g ■■s■o■s■Sm■mmSM■■■o■■■M■■■■ 17241 Murphy Avenue,Irvine, CA 92714-5917(714)250-9111, FAX(714)250-7411 ■■■■■■■■M■■■■■■��■m■■■m■��■ East N 70--W _ 4 x 4� 1 480 i (pro'./ 1480 T proposed_ I Porce/ 3 2 Porce/ f`hui/dlnp 'I - ---+ 8A-34 ! 1440 I I �i (Pro/J �� 440 rock 1 Out 1C/OJ�,arOz.�B-/ I A,pd I I 1400 existing gradr 1 /T ` ' T R/IIPP/7PABTE///T'/T_Kpd _ /T I ('/ i� r// Kpd 400 / , / / / / / , ,. proposed prod? BLASTING Kgd 1320 1320 N57E N82E 5 I 5t 1520 Z 152C 0 4 1480 1480 BA- e pro;/ \ 1440 I \ / / 1440 Kpd P Parcel 4 Oct""------ -- -------- I xeo/yred Failure Surroce Fodor of Sorery =Y/d 1400 8A-2 /rOct-*$ 1400 � � e __Ing prods .�. B-B I -1 proposed grade l .'_ _ 0 1360 --------- ----- -------------r�- - ------ ---- - -------- - ----- - -y---- -- -- - -- 1360 i m Oo% e 13 20 '———-- depth of this point from seismic line 1320 SL-6, Pro/ecf B 4/9/-02 Kgd 1280 1280 NOTE See Key on P/oh/for explonof/on of a mbo/S R SECT/ONS Elsinore City Center Grape St. and Railroad Canyon Rd. 40 0 eet GNLcok0esEs1sinore, California scole G. A. NICOLL & ASSOCIATES, INC. '�.�,�.".'^ !" °114, 4761-04 1 Date April, 1993 PbteNo 5 N 60 E North R o1 1400 a �i a -ex/sfia"grade 1400 m c m / BA-Z9 y I 1360 0 Parcel 7 BA-/6 � Kqd iI 1360 _proposed grade K"d o _prc'pvsed wo// T-3 joint r � 0 1320 =gemave 4-1' rl B-5 Kgf l 1320 -' � � May 00l/0 OVI/MCOYO/I `Fi// Ool _ K"d for unr,ly french#$ 1290 Oo%__� ✓tp 1280 N 30 W N 8 E 2 WAL MART 21 BA-23 -ongmo/glade c 14C0 --. --- � t 19-4 _.� ex/sfmg grade N i 1400 OOZER P17" J i Kgd gc pIPP�''�� I��g � BLASTING 136C ,i'- - - / .-p oposed g de BA 3 Fac or of So r z 22 -1360 r ra dnotyno foJure Surlocs Q t _ r /II _ i - 93%cogpocf/on •,t a 1320 fou/1.— �t gA-33 Ocol _ o 1320 ro m 1280 �_�—— m £MOVE K"d 1280 1240 1240 � N 88 W- 3 3, 1480 1480 I i Proposed / 1440 W.4L MART -� exist mg grade_ / 1440 I Kgd / BA22 a 1400 1400 dno/yred Failure Surface o •,join! / Focrar of Sofery= 1.47 �A-32 _proposed - o pro// "rode •- m `rry- 1360 _ 1360 NOTE,See Key on Plate /for exp/onorion of symho/s. Ago, \\ CROSS SEMONS Arep rep✓irigg"Sting40 0 4 80 1320 y Elsinore City Center style feet 1320 Grape St. and Railroad Canyon Rd. Lake Elsinore, California G. A. NICOLL & ASSOCIATES, INC. 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