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Home My WebLink AboutTract Map 20099 Geotechnical Report � �.,� � o c� ��vE O'W`EST . � , March 10, 1988 Project file No. 842-101 - Mr. Jerry W. Buftiaqton AWARE Development Company 6377 Riverside Avenue, Suite 101 Riverside, Calitoraia 92506 Subject: Review of Finish Gradinq Plans and Referenced Prelimin�ry Soils and Foundation Znvest. Tract No. 20099, Woodcrest Grove Nandine Avenue and Barton Street County of Riverside, California Reference: Preliminary Soils �nd Foundation Investiqation and Percolation Desiqn �Study Report, Tentative Tract No. 20099, Rancho De Oro, Nandine Avenue� and Barton Street, County of Riverside, California, by GEOWEST, � dated May 21, 1984, Project File No. 30501. Dear Mr. Buffington: Pursuant to your request, we have reviewed the referenced report by GEOWEST and the Grading Plans by Albert A. Webb Associates, Inc. , dated July 9, 1985 for Tract No. 20099, in the unincorpor- ated area of Riverside County, California. Based on our site � inspection on March 8, 1988, our principal conclusions for the +�� r: subject tract remains essentially the same as reported in the � referenced report, and can therefore be incorporated in�o the ' project design. i The opportunity to be of service is appreciated. Should questions I arise perzaining to this letter, please contact this firm, in ,� writing for further clarification. Very truly, `.I', Iy4 �4 GEOWEST SOILS CONSULTANTB� INC. , � � �C�-�u��_ 'z...._ Parvi2 A. Azar � R.C.E. 37818, (Exp. 3/31/89) Carporote Gffices `'��O�i A��uvl�,.�e�nue 5�,,�._ '�� . __ �:t�,c , C��.92c. , � `,G�:1UUC� LE/GHTOH AND ASSOC/ATES Gsotedmical and Enriromnenrol Engineern�g Cauuh�nnts GEOTECHNICAL INVESTIGATION PROPOSEO FOUR-STORY OFFICE BUILDING TEMECULA/RANCHO CALIFORNIA RIVERSIDE COUNTY, CALIFORNIA July 23, 1987 Project No. 6851635-02 .. Prepared for: BCI GENERAL CONTRACTORS 27405 Ynez Road Temecula/Rancho California, California 92390 Attention: Mr. E.J. "Woody" Woodard, Jr. Regional Manager and Mr. Greg Erickson, Area Manager, Commercial 1737 ATLANTA AVENUE,SUITE 1,RIVERSIDE,CALIFORNIA 92507 (714)788-5800 FAX(714)788-0831 �E�c�ro� a�vv asscrciar�s Geotedinical and EmrironmsMal En�inesring ConsuFl�nts July 23, 1987 Project No. 6851635-02 T0: BCI General Contractors 21405 Ynez Road Temecula/Rancho California , California 92390 ATTENTION: Mr. E. J. "Woody" Woodard, Jr. , Regional Manager Mr. Greg Erickson, Area Manager, Commercial SUBJECT: Geotechnical Investigation , Proposed Four-Story Office Building, Temecula/Rancho California, Riverside County, California In accordance with your authorization , we have conducted the subject investigation . The accompanying report presents a detailed account of our investigation, including pertinent findings, conclusions, and recommendations. If you have any questions regarding our report, please do not hesitate to contact us. We appreciate this opportunity to be of service. Respectfully submitted , LEIGHTON AND ASSOCIATES, INC. .��,..,�.�� I�� B. J. Meyer/ T. Muthu Kumar Pro 'ect Engineer Staff Engineer �. � ��.� ohn F. Hoefferle EG 799 Chief Engineering Geologist � . �, ��'� Siddi ui RCE 19915 S.A. q Chief Geotechnical Engineer/Manager TMK/BM/JH/SAS/jh Distribution: (3) Addressee (1) Field-Paoli Architects Attn: Messrs. John Field & Bill Brigham (1) Johnson, Neilson & Associates Attn: Mr. Jeppe Larsen (1) NBS/Lowry Engineers & Planners Attn: Mr. Michael J. Stearns, Vice President 1737 ATLANTA AVENUE,SUITE 1,RIVERSIDE,CALIFORNIA 92507 (714)788-5800 FAX(714)788-0831 6851635-02 TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION 1 1.1 Authorization 1 1.2 Scope of Investigation 1 2.0 SUMMARY OF SITE CONDITIONS AND PROPOSED DEVELOPMENT 3 2.1 Site Conditions 3 2.1.1 Site Chronology 3 2.2 Proposed Development 4 3.0 SUMMARY OF GEOLOGICAL FINDINGS � 5 3.1 Geologic Setting 5 3.2 Subsurface Findings 5 3.3 Earth Materials 5 3.3.1 Artificial Fill (Af) 5 3.3.2 Alluvium (Qal ) 6 3.4 Ground Water 6 3.5 Laboratory Testing 6 , 3.6 Faulting 6 3.7 Seismicity � 3.7.1 Historic Seismicity � 3.7.2 Maximum Credible Earthquake � 3.7.3 Maximum Probable Earthquake � 3.8 Flooding 8 4.0 SUMMARY OF LIQUEFACTION EVALUATION 9 4.1 General 9 4.2 Site Potential 9 5.0 CONCLUSIONS 12 LE/GHTnN AND ASSOdATES 6851635-02 TABLE OF CONTENTS (Continued) PAGE SECTION 6.0 RECOMMENDATIONS 13 6.1 Spread Footings 13 6.1.1 Allowable Bearing Capacity 14 6.1.2 Settlement 14 6.1.3 General Comments Regarding Construction 14 of Spread Footings 6,2 Pile Foundations 15 6.2.1 Pile Foundations 15 6.2.2 Estimated Pile Load Capacities 15 6.2.3 Pile Group Settlements 1� 6.2.4 First-Floor Slabs 17 6.2.5 Pile Installation 18 6.2.6 Indicator Pile 18 6.2.7 Corrosion and Sulphate Action on Piles 18 6.3 General Comments and Recommendations 18 6.4 Tentative Pavement Design 19 6.5 Plans Review 19 6.6 Additional Observations and/or Testing 20 6.7 Final Report 20 LIST OF ACCOMPANYING MAPS, ILLUSTRATIONS, AND APPENDICES PAGE Figure 1 - Index Map 2 Figure 2 - Modified Penetration Resistance vs. Cylic Stress Ratio 11 Plate 1 - Boring Location Map In Pocket Plate 2 - Comparison of Richter Magnitide and Modified Mercalli Intensity Table 1 - Seismic Design Considerations 8 Table 2 - Estimated Pile Load Capacities (Five-Story Tower) 15 Appendix A - Geotechnical Boring Logs Appendix B - Laboratory Test Results Appendix C - Liquefaction Evaluation Results Appendix D - General Earthwork and Grading Specifications Appendix E - References LE/GN1Ip�V AND ASSO�IATfS 6851635-02 1 .0 INTRODUCTION 1 .1 Authorization In accordance with your authorization, we have performed a geotechnical investigation of the proposed four-story office building in Temecula/Rancho California, California. 1 .2 Scope of Investigation The scope of our investigation included (1) review of pertinent soils , geologic and seismic data , (2) review of our earlier soils report and utilization of relevant geotechnical data in the preparation of this report, {3) subsurface exploration by auger drilling and sampling of the subsurface materials at the site , (4) laboratory testing of samples to classify soils and evaluate the relevant engineering properties and volume change potentials , (5) evaluate the liquefaction potential of the soils at the subject site, and (6) analyses of field and laboratory test results in order to determine applicable geotechnical design and construction criteria for the proposed four-story office building. 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'-\ t i f' �a•-•\ �M�t� � �j�v�1 1��.yN^i . .G11 � v� '�' V'1�'i �,� : .�� s�� '•� �� `,� � a'. � Calirom�� . ,.,�: �� '4 ,-� -'"��;, Airpa�t ', '� •` �� `�' �°o �l/�{,, , r=-�=�� '� �� , �.. > S-., (�\ /) � /'��I �^'i'1��...��•� - �+'� i ,\�\ ��. �/ :�I �'7 ` ,�.1 �'s_ � 'a�� _ -=--i '.." ��,(�-��'-,� 0 2000 4000 Figure 1 scale feet INDEX MAP OF PROPOSED FOUR-STORY OFFICE BUILDING TEMECULA/RANCHO CALIFORNIA RIVERSIDE COUNTY, CALIFORNIA Base Map: USGS Murrieta Quadrangle 1953, Photo Revised 1973 (California Special Studies Zone, January 1, 1980) 2 Lf16N101V AND ASSOC/ATES 6851635-02 2.0 SUMMARY OF SITE CONDITIONS AND PROPOSED DEVELOPMENT 2.1 Site Conditions The proposed building is located northwest of the intersection of Rancho California and Ynez Roads in Rancho California. Initial development of the subject site and the existing plaza occurred sometime between 1964 and 1968. It is bounded on the west by Interstate Highway 15 , known as the Escondido Freeway. The proposed development is located within the area of our previous investigation (see Appendix E, Reference 5) . This includes approximately the southern one-third of the plaza area which has been constructed for a service station and bungalows for the Rancho California lnn. The bungalows border on two small shallow lake5 . The lakes include about one-half of the previous investigation area. The subject site is located just north of the west lake and the lake is adjacent to Interstate 15 . An existing parking lot borders the western portion of the proposed development. At present, several (3 or so) one-story light wooden-frame buildings and associated sidewalks are present at the subject property . Furthermore, associated parking areas and driveways and landscaped areas are also present at the proposed development area. The property is situated on the easterly flank of Temecula Valley which is an alluvial filled depression created by faulting. Murrieta Creek flows through the valley in a southeasterly direction. 2.1 .1 Site Chronolo9Y Originally the entire area (subject site as well as the existing plaza) was nearly flat ( 1962 ) . A natural elevation differential of approximately 11 feet from northeast to southwest was present across the entire area (elevation 1025+ feet to 1014+ feet) . No lakes were present at the plaza prior to 1964 . An offsite lake southeast of the intersection of Rancho California and Ynez Roads was present as an irrigation reservoir. Both the modern lakes on the site and another offsite lake south of Rancho California Road are recently manmade. Based on older maps and aerial photos, they appear to have been constructed during early phases of the plaza development. Based upon earlier probing and sampling across the lakes, we found the average depth of Lake No. 1 to be slightly less than 4.5 feet measured from the present water level estimated at elevation 1018 feet. We found Lake No. 2 averages slightly less than 4 feet deep measured from the present water level estimated at 1014± feet. These depths include a layer of colloidal ooze ranging in thickness from 0.3 foot to slightly over 1.0 foot (see Appendix E , Reference 5) . 3 Lf/GH11DN AND ASSOCIATES 6851635-02 Replenishment for all the lakes appears to be chiefly by local runoff. Some fresh water makeup may be available based on water valves spotted around the area; otherwise, it appears that water in the offsite lake southeast of the road intersection accumulates from the gulley draining areas farther to the south along Ynez Road. The other offsite lake south of Rancho California Road receives overflow beneath Ynez Road from the former . This second lake in turn overflows by means of a box culvert beneath Rancho California Road to the westerly Lake No. 2 located on the subject site next to the freeway on-ramp. All three of these lakes are situated at successively slightly lower elevations (water level 1030+ feet to 1021± feet to 1014+ feet) . Replenishment for the onsite Lake No. 1 to the east (elevation 1018± feet) appears to be limited to the culverts draining from Rancho California and Ynez Roads. This lake in turn overflows into the onsite lake (Lake No. 2) which again overflows at its west end and then flows northerly adjacent to the freeway to a flood control channel north of "The Plaza". The onsite westerly lake provides ultimate drainage for overflow from all the lakes. Thin fills cover the site locally. The earth materials were likely generated by making shallow excavations for the lakes during earlier phases of the plaza development. 2.2 Proposed Oevelopment It is our understanding that the proposed development will consist of one , four-story office building with a small tower (measuring 23 feet by 23 feet in plan) near the center of the western section of the building. The building will have "U" shape in Plan View and the total area (including all floors) will be approximately 58,000 square feet. The height of the building including the tower will be 116 feet. The building will be of steel frame construction with columns spaced at 24 to 27 feet on centers. The floors and roofs will be constructed with steel and wood . The roofs will be of glazed roofing tiles and the walls will be finished with plaster finish. The maximum anticipated interior column load will be 350 kips (260 kips dead load and 90 kips live load ) and exterior column load will be 195 kips (150 kips dead load and 45 kips live load) . It is further understood that if timber roof and floor systems are utilized , the maximum anticipated interior and exterior column loads will be on the order of 315 kips (225 kips dead load and 90 kips live load) , and 175 kips ( 130 kips dead load and 45 kips live load ) , respectively. The slabs-on-grade (first floor slab) will be subject to a maximum load of 150 to 175 pounds per square foot (95 psf dead load and 55 to 80 psf live load) . At the present time, we do not have a grading plan to determine the amount of cut and/or fill proposed at the subject site. However, based on information from NBS/Lowry Engineers and Planners, the maximum cut or fill will be on the order of 1 to 2 feet. Construction of access drives and parking areas is also planned at the site. - 4 - LE/GHTON AND ASS�7ATfS 6851635-02 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geolo�ic Settin�c The Temecula Valley is a depression formed by the downdropping of ancient (Pleistocene) and recent (Holocene) sediments ranging in thickness as much as 3 ,000 to 4 ,000 feet. The low hills nearby the site to the east and south are composed of older sedimentary units. The depression is bounded by two parallel branches of the Elsinore fault zone. These are the northwest trending Willard fault nearby to the northeast and the Wildomar fault approximately 4,000 feet to the southwest. The subject site is situated on an outwash plain along the re-entrance to Long Canyon and within the influence of the downdropped block of thick sediments. Soils underlying the site most likely vary in composition depending on their source areas from Long Valley or Murrieta Creek. 3.2 Subsurface Findings A soils report was previously prepared for the proposed hotel site, south portion of The Plaza (see Appendix E, Reference 5) . Some of the borings were drilled within or near the area proposed for the subject development, and the results of that earlier effort have been considered in our present design. Two soil test borings {Borings B-1 and B-2) were drilled on June 17, 1987 to depths of 61 and 71.5 feet below the existing ground surface. These borings were drilled using a CME-55 drill rig equipped with 8 inch (outer diameter) hollow stem, continuous flight augers, and a 140 pound automatic hammer system. Samples were taken at regular intervals with either a split-spoon sampler (ASTM D1586-76) or a split-barrel sampler containing 2g inch diameter rings. The primary boring strategy was to drill to the required depth and drive either a split barrel sampler (containing 2� inch diameter and 1 inch high rings) or a split spoon sampler into the ground, and measure the penetration resistance of the subsurface soils (ASTM D1586-76) . The relative density, the consistency and the load carrying capacity of the foundation materials were evaluated based on the hammer blow counts. 3.3 Earth Materials 3.3.1 Artificial Fills : No artificial fill was observed during this inves�igation��lowever , considering the history of the site, local shallow fills could be present, particularly along the bank of the lake. In addition , artificial fills apparently associated with previous grading and/or landscaping of the site were encountered in our previous investigation (see Appendix E, Reference 5) . - 5 - LE/GNTnN AND ASSOdATES 6851635-02 3.3.2 Alluvium: The site is underlain by alluvium consisting of interbedded `siT�y sands, clayey sand5 , sands , clayey silts and sandy clays . In general , the granular soils (silty sands and sands) are in medium to dense condition. The sandy clays and clayey sands are medium stiff to stiff ( see Geotechnical Boring Logs , Appendix A , for detailed descriptions) . 3.4 Ground Water During the subsurface exploration, the ground water was noted in Borings B-1 and B-2 at depths of approximately 9.5 and 6.5 feet below the existing ground surface, respectively. The approximate locations of our borings are shown on the Boring Location Map, Plate 1. Since we do not have a Grading Plan, it is not possible for us to delineate the ground water elevations at different boring locations . According to our previous investigation, ground water was comparable to present day levels, but ground water levels could fluctuate with seasonal precipitations, drainage, etc . Ground water levels should be measured if it is considered important to construction. Borings B-1 and B-2 were advanced to depths of 10 and 8 feet prior to the introduction of water as drilling fluid in the subsurface exploration program. However , in our opinion, the current shallow ground water conditions could be due to the existing lakes adjacent to the development. The offsite lake just to the south could also be a contributing factor. 3.5 Laborator� Testing In order to determine the physical and engineering properties of the soils, laboratory tests were performed on samples obtained from our borings . The tests consisted primarily of natural moisture contents, densities, Atterberg Limits, sieve analyses and consolidations. A summary of all test results is presented in Appendix B, laboratory Test Results, included with this report. The soil classifications are in conformance with the Unified Soil Classification System (USCS) , as outlined in the Classification and Symbols chart (Appendix A) . 3.6 Faulting The subject site is not located within California Special Study Zone . However , the eastern tip of the previous investigation (see Appendix E , Reference 5) is included by California Special Studies Zone. The trace of the Wildomar fault is located 500 feet to the northeast of the previous area of investigation (see Leighton and Associates, Inc. 1978, Project No. 6678043-01 and 678347-01) . It is considered to be potentially active. The more distant San Andreas and San Jacinto fault systems are considered to be active . These faults roughly parallel the Elsinore fault system approximately 35 and 18 miles to the northeast. However, due to the proximity of the Wildomar fault, it would be expected to generate the most severe site ground shaking in the event of a major local earthquake. i� 6 LEJGHT�IV AND ASSOCIATES 6851635-02 3.7 Seismicity 3.7.1 Historic Seismicity: Since 1932 and the introduction of the Richter agni u e ca e, our earthquakes greater than Magnitude 4 have occurred along segments of the Elsinore fault zone and all were clustered in Temescal Valley approximately 20 miles to the northwest. The strongest shake reportedly occurred during 1910 (Weber 1977) . The event damaged chimneys from Corona to Wildomar and caused large boulders to tumble from hillsides. The epicenter was also believed to be in Temescal Valley. Based on comparative damage reports at the time versus the modern day Modified Mercalli Scale, its magnitude was estimated at about 6 . However , because of the unreliable source of data, the 1910 shake has not been included as one with any val idity with respect to recurrence analyses. 3.7.2 Maximum Credible Earthquake: The maximum credible earthquake is the seismic even a par icu ar fault appears theorectically capable of producing, based on a relationship between the magnitude of earthquakes associated with the fault and the length of surface faulting. The maximum credible event does not imply that an earthquake of that magnitude has occurred , but states that a credible earthquake for the Elsinore fault zone is given by Greensfelder ( 1974) as 7. 5 (Richter Magnitude) . This corresponds to a Modified Mercalli Intensity of IX to X (see Plate 2) . 3.7.3 Maximum Probable Earthqrake: The maximum probable earthquake is the ....�.�Y..�.�,�..�,�.� maximum ear��iquake which is ikely to occur during a 100 year interval on any particular fault. In qeneral , it is determined from an analysis of recurrence interval data compiled from previous recorded earthquakes. • Envicom Corporation and the County of Riverside Planning Department ( 1976) considers the Elsinore fault to extend approximately from Whittier Narrows to the vicinity of Aqua Tibia Mountain east of Fallbrook (56 miles) . This includes the subject site as well as Temecula Valley and it was chosen to include all of the known greater density epicenters along the fault zone. The County is of the opinion that a magnitude 5. 5 earthquake recurring every 100 to 200 years or so is an acceptable risk for an office building on the Elsinore fault zone. Nevertheless , when considering the normal high risk type of structure which is being contemplated for the property, the maximum probable earthquake should be no less than the most severe seismic event which occurred during historic time . For the Wildomar fault , this is reportedly magnitude 6.0. According to Seed and Idriss (1982) , an M6.0 earthquake epicentered near this site could be expected to generate peak rock accelerations of 0 .61g . Maximum surface acceleration in alluvial earth materials measured in thousands of feet thick would be on the order of 0.48g (see Appendix E, Reference 9) . The design seismic acceleration (repeatable ground acceleration) is normally taken as 65 percent o i .e. on the order of 0.31g for the site under consideratio . Lf/GNTON AND ASSOCIATES _ _ _ . 6851635-02 Based on the Riverside County Planning Department and depending on the "Use Category" of the structure (" Importance" priority) , the "Design Earthquake" magnitude consideration increases with the importance of the structure. On this basis, the following summary of data (Table 1) could be considered for the proposed office building. It can be seen from the comparison that the repeatable high ground acceleration could be expected to be on the order of 0.31 to 0.36g. According to the Riverside County Comprehensive General Plan , expected levels of ground shaking at this site are generally less or equal to design levels as defined in the Uniform Building Code. TABLE 1 Seismic DesiQn Considerations* Structure "Use Cateqory 'C' ." `__�,__ T t r Office Building 0.56 0.1-0.3 15-25 g = Maximum ground acceleration, expressed as a decimal of the acceleration of gravity. For design purposes, the repeatable high ground acceleration may be taken as 65 percent of the maximum ground acceleration, or 0.36g. T = Predominant period of ground shaking, in seconds t = Duration of "strong" shaking, in seconds * Considering Envicom Corporation and the County of Riverside' s Seismic Safety and Safety Elements Technical Report for the County of Riverside (see Appendix E , References 3 and 8) 3.8 Floodin Based on available data , the site is not located within the 100 year flood zone as designated by the Federal Emergency Management Agency or the County of Riverside. _ g _ LE/GN1nIV AND ASSOClAff3 6851635-02 4.0 SUMMARY OF LIQUEFACTION EVALUATION 4.1 General Liquefaction is the loss of strength of cohesionless soils when the porewater pressure induced in the soil becomes equal to the confining pressure. The estimation of liquefaction potential in general consists of estimating earthquake induced stresses and dynamic soil properties. The current codes and standards neither specify a procedure for evaluating liquefaction potential nor do they include design provisions for mitigating measures. The primary factor influencing liquefaction potential include ground water, soil type, relative density (Dn) of sandy soils which is related to SPT blow counts, confining pressure, size and percentage of fine sand and intensity and duration of ground shaking. Liquefaction potential is the greatest in saturated , loose, poorly graded , fine sands with a mean (D50) grain size in the range of 0.1 to 0.5mm. 4.2 Site Potential As indicated by our subsurface investigation (refer to Boring Logs B-1 and B-2) , the sandy soils below ground water at the site are primarily in a medium-dense to dense condition. However , in Boring B-1 a relatively thin layer of loose silty sand with some clay was encountered. In addition to sandy soils, several interbedded and intermittent layers of cohesive soils such as clayey sands and sandy clays were encountered above and below the ground water table. Generally, the clayey soils are present in a medium stiff to stiff condition. Soil liquefaction evaluation during earthquake (M=6.0) was performed in accordance with the simplified method suggested by Seed and Idriss (see Appendix E, Reference 9) . Based on this method, anticipated dynamic stresses at different depths due to the earthquake were estimated. Furthermore, in our liquefaction analysis we incorporated the soil liquefaction evaluation method suggested by the Chinese Building Code (see Appendix E , Reference 9) . According to the Chinese Building Code and other researchers, it appears that some of the clayey-type soils, in addition to the sandy soils, are susceptible to soil liquefaction. Our analyses indicate that the clayey-type soils encountered at this site are not vulnerable to liquefaction. For silty sands and silts plotting below the A-line (on the USCS plasticity chart ) and with D50 less than 0 .15mm, Seed has suggested the following modification for the SPT blow counts. N1 = (N1) measured + 7.5 ' 9 ' LE/GNTnIV AND ASSOCiATfS 6851635-02 Based on sieve analysis and engineering experience and judgment, we are of the opinion that the majority of the silty sands at the site have D50 greater than or equal to 0.15mm. Therefore, the silty sand blow counts utilized in the analysis were not increased by 7 .5 . Using the above-suggested methods and approaches, the modified blow counts N and cyclic stress ratios ('��a-� were evaluated for the subsoils encountere� at Borings B-1 and B-2 and are �lotted in Figure 2. From this figure , it can be inferred that some of the sandy soils are responsive to soil liquefaction during the severe groendoilskand�trace of clay opinion , the presence of intermittent clayey-typ encountered within the sandy soils may be able to mitigate liquefaction potential considerably. Moreover, we are of the opinion that the foundation design and construction recommendations discussed in this report may further mitigate the effects of soil liquefaction on the proposed development. - 10 - �E��p1bN AND ASSOCIATES 6851635-01 MODIFIED PENETRATIQN vs. CYLIC STRE55 RATIO a.5 i i � L�.► t �� r• • �, �� a 4 � • ,�; n, �� i� U / / , \ll l 1_ ` I - 0.3 LiquefiabTe . —' � Zane �s Non-Liquefiable � Zone C N I N � L . N �.Z — v '= �, � Q.1 � � I °a ta Zo 30 �a Modifi.ed Penetration Resistance, N, blows/ft. B-1 � (3-2 � Figure 2 11 LEIGH1bN AND ASSOC/ATfS 6851635-02 5.0 CONCLUSIONS o Based on the results of our subsurface exploration and laboratory test results, the development of the subject site to support the proposed four- story office building is feasible from a soils engineering stand point. The recommendations presented in this report should be considered during design and construction of the foundations. o Removal of all subsurface obstructions and deleterious materials prior to (and during) grading should be an important consideration. o Based on our investigation , some overexcavation and recompaction of the alluvium will be required prior to the construction of foundations. o Onsite sandy soils exclusive of clayey soils may be used as fill materials. o Generally, the subsurface soils have a low expansion potential . This would , however, require confirmation subsequent to completion of grading. - 12 - LE/GN1nlV AND ASS�YATES 6851635-02 6.0 RECOMMENDATIONS The foundation design and construction recommendations provided below are in terms of the type of structure (including magnitude of the loads) proposed at the site and also the subsurface conditions encountered at the site . Two types of foundations were considered for this project. In our opinion , either spread footings resting on a compacted fill mat or piles driven to dense sandy soils may be utiiized to support the proposed building. We also considered mat foundation as a viable alternative foundation system for the spread footings. However, our engineering experience and judgment indicates that the mat foundation will generally prove to be economical only when the allowable bearing pressure is low so that the use of spread footings would cover more than one-half of the building area. Another condition where the mat may prove to be effective and economical is when the clayey type soils at the site are erratic and highly compressible. Since the clayey soils at the site are not highly compressible , a mat foundation may not prove to be economical for the proposed building. Therefore , mat foundation design is not discussed in this report. If for some reasons mat is proposed, we will be glad to provide required geotechnical information. 6.1 Spread Footings Based on the furnished information, subsurface exploration and laboratory test results, analyses were made to evaluate the criteria to be used in the foundation design and construction. Prior to the construction of spread footings, the following site preparation and grading recommendations should be considered at the four-story office building. o The site should be cleared of all trash , deleterious materials, roots , foundations, sewage disposal systems and irrigation lines and equipment. This material should be hauled offsite. o At the building pad area, overexcavate the existing soil to a depth of at least 8 feet below the lowest existing grade and at least 8 feet beyond the exterior faces of the exterior footings. Scarify and recompact the bottom soil (exclusive of clayey-type soils) to at least 95 percent relative compaction to a depth of at least 12 inches prior to placement of fills. Clayey-type soils encountered to a depth of 12 inches below the depth of overexcavation should be removed and replaced with suitable fill . Proof rolling is also recommended. Locally some areas may require deeper overexcavation . Based on this , we believe that at least 5� feet of compacted fill mat will exist below the bottom of the spread footings. - 13 - LEJGN1n1Y AND ASSOCIA�E3 6851635-02 o Replace the overexcavated area with either onsite sandy soils (exclusive of clayey soil mixtures and other deleterious materials) or low expansion potential fill material . All fills (both onsite silty sand/sand or borrowed material ) should be placed in 6 to 8 inch loose lifts and compacted to at least 95 percent relative compaction. ThiS is relative to the maximum dry density as determined by the ASTM Test Method 01557-78. o All earthwork should be performed in accordance with our General Earthwork and Grading Specifications presented in Appendix C, except as modified within the text of this report. 6.1.1 Allowable Bearing Capac;ty: Based on the above recommendations and ypes o�soi s encoun ere at the site, an allowable bearing pressure of 3000 pounds per square foot is recommended for the design of spread footings. The above recommended allowable bearing pressure has been established based on the assumption that the footings will be embedded at a depth of at least 2� feet into the compacted mat. 6.1 .2 Settlement: Analysis was made to estimate settlement of an 11 feet y ee square footing subject to a long term vertical load of 300 kips (260 kip dead load plus 40 kip live load ) . The analysis indicates that the long term settlement may be on the order of 1 inch and the differential settlement between the adjacent columns may be on the order of �-inch . It should be noted that settlement would increase with higher loads and if heavier loads are anticipated , additional settlement analyses will be required. 6.1.3 General Comments Re ardin Construction of S read Footin s: The logs 0 orings - an - in �ca e a o ee o clayey-type soils may be encountered during overexcavation. Although this was encountered in Borings B-1 and B-2, the thicknesses may vary at other locations. However , it appears prudent to include a bid item to replace the clayey soils with imported select sandy fill material based on the thickest clayey soils encountered in our borings. Immediately after drilling, ground water was measured in the borings at depths of 6� and 9� feet. However , the water level could fluctuate due to precipitation, drainage, drought, seepage from the adjacent lakes, etc . Since some overexcavation will be required below the ground water, particularly at the southern portion of the building (closer to lake) , we recommend installation of temporary dewatering systems to alleviate construction problems. In addition, we recommend a few shallow borings to depths of 10 feet or so at the southern portion of the building prior to construction to establish ground water levels. - 14 - tf/GHTON AND ASSOGATES 6851635-02 6.2 Pile Foundations 6.2.1 Pile Penetrations: Piles would also provide satisfactory foundations �or e proposed office building, if preferred for some reason (to reduce settlement) or found to be economical (if overexcavation , temporary dewatering , imported fill , etc . may prove to be uneconomical in constructing spread footings) . Based on the maximum anticipated load and the liquefaction study, we recommend a foundation system consisting of pre-stressed concrete or steel piles extending through the surficial sandy and clayey soils, and into dense sandy soils at a depth of 25 to 30 feet (or) 45 feet below the existing ground elevation. 6,2,2 Estimated Piae Load Capacities: Static analyses were made to es�imate+�Fe ax`iaT�Toad�carrying capacity of several types and lengths of driven pre-stressed concrete and also HP 1Ox57 steel piles . The methods suggested by Poulos and Davis (1980) , and Dennis and Olsen (1983) were studied and applied to estimate the ultimate load carrying capacity of the piles. Considerations were given to 3 different sizes of pre-stressed concrete piles and also an HP 1Ox57 pile. The piles will derive their support through both skin friction along their embedded lengths and point bearing. The estimated pile load capacities are presented in Table 2. For purposes of computations, the lengths shown in the table are measured below the existing ground elevation. A pile cutoff of 1 to 3 feet would not reduce the tabulated load capacities. - 15 - LEIGNm1V AND ASSOC/ATFS 6851635-02 Table 2 Estimated Pile Load Capacities* Estimated Allowable Single Load Capacity, Tons �Factor of Safe� = 2.0� Depth of Pile Penetration (ft) Pre-Stressed Concrete Piling Hp 1Ox57 From Existing --- Ground 10 x_ 10" 12. x 12" 14 x 14" 25 25 35 45 25 30 30 40 55 30 45 55 70 90 55 50 60 80 100 60 Remarks: Due to the presence of clayey soils between 35 and 45 feet, we did not "—"�"-" recommend pile penetration between 35 and 45 feet. * These are soil pile related capacities; consideration should be given to structural capacity of the pile member. Linear interpolation may be made to obtain allowable pile capacities between 25 to 30 feet and 45 to 50 feet. The group capacity of the piles should be reduced using an efficiency factor (Ef) given by the following equation. P Group = (number of piles) (capacity of single pile) Ef for Ef less than or equal to 1.0 + m-1 n where Ef = 1 - g ��.n-1) (m) ( ) ( � 90 mn -1 D and 8 (deg) = tan d n = number of piles in a row m = number of rows 0 - pile width d = center-to-center pile spacing The group efficiency factor should be determined when center-to-center pile spacing is less than 3.5 pile widths. For a larger pile spacing, the single pile load capacity may be used in design. - 16 - LE/GH1niV AND ASSOCIATES 6851635-02 6.2.3 Pile Group Settlements: Settlement of pile supported footings using �Fe recommen e pi e �toad capacity and center-to-center pile spacing ( i .e. 3. 5 pile widths or greater) , should be small and tolerable. Based upon the site conditions, maximum anticipated loads, standard penetration test results and engineering analyses, we are of the opinion that settlements may be on the order of � to 1 inch for the piles penetrated to depths of 50 feet. Settlements would increase with the size of the pile clusters and if large clusters of closely spaced piles are anticipated , additional settlement analyses should be made. 6.2.4 First-Floor Slabs: It is our understanding that it may be desirable �o��Toa��he�` i�rs� floor slab without the use of piles. A settlement analysis was performed for a 60 by 150 foot floor slab under a long- term sustained load of 400 psf. The 400 psf load was estimated by considering 2 feet of fill , weight of floor slab and live load. The results of our analysis indicates that long term settlement may be on the order of � inch. It is our opinion that approximately 50 percent of the settlement may take place within 6 months after the placement of fill . Therefore , it may be advisable to place the fill prior to construction of the building. The interior floor slab may be allowed to float if the underslab fill material is select and well compacted . It is recommended that a minimum of 2 feet of surficial soil beneath and to 5 feet beyond the proposed floor slab be overexcavated and replaced with low expansion potential fill . The fill should be compacted to at least 90 percent (dry density) of the maximum dry density determined by the ASTM Test Method D1557-78. Proper selectian and compaction of the fill materials used under the floor slab will be critically important to the long term performance of the floor slab. Proper provision of the joints is also critically important for the long term performance of the slab. Slabs-on-grade should be constructed with a thickness of 4� to 5� inches. Slabs-on-grade should be reinforced with at least 6 inch x 6 inch - 6 gauge/6 gauge welded wire fabric, placed at mid-depth of slabs . Structural design may require a greater thickness/reinforcement and should be based on a subgrade modulus of reaction of 200 pci for a 12 inch square plate. We recommend the use of a moisture barrier consisting of 10 mil Visqueen protected with 3 inch sand overlay. The use of low slump concrete (not exceeding 4 inches at the time of placement) is also recommended. - 17 - LE/GHTON AND ASSOC/ATfS 6851635-02 6.2.5 Pile Installation: At present, we do not know the type of pile that w—'iTl~ e u �iTized to support the proposed structure. Our past experience indicates that the pile driving equipment (type of hammer, cushion , etc . ) and procedures are very important for driving the piles to required depths and to obtain the recommended pile load capacities. Additional aids such as pre-boring or partial augering may also be deemed necessary if piles cannot be driven through a dense , sandy stratum (if penetration resistance is very high) above the proposed depth of penetration. 6.2.6 Indicator Pile : To reduce the potential for the installation pr`o-61ems tTia�may occur, we recommend a review of the pile/hammer system selected for pile installation. Depending on the selected system, it may be prudent to install an indicator pile at the site to determine driving conditions and also to establish installation criteria. 6,2,7 Corrosion and Sul hate Action on Piles: Since the type and length of pi es se ecte or this pro�ect are unknown at this time , either corrosion or sulphate tests on the subsurface soils/ground water were not performed . Once the type and length of pile is chosen , we recommend this testing to evaluate the pH values and sulphate concentrations of subsoils/ground water. This would assist in determining the types of coating, additional steel thickness (for H- piles, if required) type of cement, etc. , required for the proposed piles. 6.3 General Comments and Recommendations o The foundation design and construction recommendations are based on the field and laboratory test results . If other soil conditions are encountered during construction or if the building plans are changed, Leighton and Associates, Inc. should be consulted immediately to check that recommendations remain appropriate and to modify, as necessary. o An unrestrained retaining wall supporting a clean , granular backfill without any water pressure will be subject to an equivalent fluid pressure of 40 psf per foot, increasing linearly with depth. o The recommended bearing values may be increased by one-third for wind and seismic loads. Lateral restraint at footing elevation may be obtained as a function of the dead load and a coefficient of friction of 0.4 between concrete foundations and firm soil or compacted fill may be used in design . Passive earth pressure may be assumed to increase at a rate of 250 psf per foot to a maximum value of 3 ,000 psf. If passive earth pressure and friction are combined to provide required resistance to lateral forces, the value of the passive pressure should be reduced to two-thirds of the above recommendations. t _ 1 g _ Lf/GHfnN AND ASSOC/ATES 6851635-02 o Surface drainage should be directed away from foundations toward approved drainage devices. Ponding should not be permitted . Offsite drainage entering the site should be routed to appropriate drainage devices prior to site preparation and placement of compacted fills. o Al1 utility trench backfills should be compacted to at least 90 percent relative compaction . Placement of fill in thin lifts and compaction by mechanical means should be required. 6.4 Tentative Pavement Desic�n Based on the engineering classifications and laboratory test results , we estimate the R-value of near surface soils to be in the range of 30 to 40. Considering this and the anticipated traffic loads, minimum pavement sections should be on the order of 2� inches asphalt concrete over at least 6 inches aggregate base for parking areas and access driveways . Importing of soils would result in revisions of these tentative pavement sections. The final pavement design should be based on results of R-value testing of subgrade areas after rough grading has been completed. It is recommended that subgrade be compacted to not less than 90 percent of the maximum dry density. Al1 base material should be compacted to at least 95 percent of the maximum dry density. Asphaltic concrete and aggregate base course materials should conform to Type B asphalt concrete and Class 2 aggregate base , per Sections 39 and 26, respectively , of the California Department of Transportation Standard Specifications. Ponding of water on the pavement section may lead to deterioration of the pavement. A minimum grade of 1� percent is desirable in order to minimize ponding. 6.5 Plans Review Recommendations presented herein are based on site, subsurface and structure conditions as we know them. Thus , we should be permitted to review the Building , Grading and Foundation Plans to revise our conclusions and recommendations, as necessary. - 19 - LE/GHTn1V AND ASSOCIATES 6851635-02 6.6 Additional Observations and/or Testing Leighton and Associates, Inc . should observe and/or test at the following stages of construction. o During pile installation. o During site clearance, removals of any old foundations, overexcavation of the building areas and in-place processing of soils. o During removal of clayey-type, compressible soils. o During all building fill placement, compaction, including utility trench, parking and driveway areas and during subgrade/base compaction prior to paving. o When any unusual conditions are encountered. 6.7 Final Report A final report describing pile driving record/grading control and including geotechnical data gathered should be prepared subsequent to completion of rough grading. � - 2 0 - lf/GH1nN AND ASSOC'IATES 6851635-02 COMPARISON OF RICHTER P�AGNITUDE APJO MODIFIED MERCALLI INTENSITY RICHTER EXPECTED MODIFIED MERCALLI �1AGNITUDE MAXI��UM INTENSITY (AT EPICENTER) 2 I-II Usually detected only hy instruments. 3 III Felt indoors. 4 IV-V Felt by most people; slight damage. 5 VI-VII Felt by all ; many frightened and run outdoors; damage minor to moderate. 6 VII-VIII Evzrybody runs outdoors; dam- age moderate to major. 7 IX-X Major damage. g+ X-XII Total and major damages. 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SaUlj c � s�ane�� 41!^^ spueg yl!M „ V „ uea�� s�ane�� ueal� SP"e� = . c , o — o �^ � � cn > � � � 0 ana,s y•oN uo pau�eiai ena�z q'oN sassed � y o uoiti�e,j as�eo� uo!i�e�;as�eo� ssa��o g6p5 96p5 ueyi�a►eai6 'c Y Q Q jo a�ow �o%OS 1�%05 Uey1 a�oyy liw��p�nb�� 3lw��p�nb�1 � � � s�a�e�� spues sAe��pue s11!S S�el�Pue s11!S O � v > 9 d r . P • � �anais OOL'aN uo pau�qa�%OS Ueyt a�oyy ,ana�s OOZ'aN�ed a�ow�o y,p5 = m F' s��os pau�e��-as�eo� s��og pau!t,�•au�j • KEY FOR GEOTECHNICAL LOGS , ■ - RING SAMPLE (l�t - BAG SAMPLE ! � � - MUNSELL SOIL COLOR NOTATION � - STANDARD PENETRATION TEST �90� - RELATIVE COMPACTION _ GS - GRAIN StZE ANALYSIS _ SE - SAND EC?UIVALENT CP - MAXIMUM DENSITY/OPTIMUM MOISTURE CN - CONSOLIDATION _ DS - DIRECT SHEAR . RS - REMOLDED SHEAR . E� - EXPANSION INDEX GEOTECHNICAL BORING LOG Date�L�/g� Drill Hole No. � Sheet � of� Project �,�'�'LG�.:�1li/c/Y�o l,�� A ��y , Job No. 68�/�S'�.��0.2� Drillin� Co. �� y,� �� _Type of Rig C'�y�' S-•5-�'� Hole Dismeter i Dri�ht Dro in. r�c.s f ,�� s p 3'� Elevation Top of Hole Ref. or Datum � 5 � � . � � � �.r � y � y d � � y GEOTECNNICAL DESCRIPTION aa� ��},�� $ � u � e � c� � c°r,: R�� '�' m � c� °' •� °«+' .. cn I'°SSad bY ��-1.� � N a � � � � � San►pled by �'ry,lL � -- O SM 5/L.7Ysh�iSf� : i�n �,GE�r��r�.s�i�'cx� �iiaP C/'nG1�ilti✓'Yl �Y�/r .,��.^q,, �A�, � � ,�� a�� a' �,�e u� �r.,q�/ rc�z.veL , ��e G lQ �3 I 12 ��1' L- SAivDY cGAY s 5`1"�FF a�r� �'LE• greer�is�i�'r�` wetL �/ 3�6, 5 ___.________ . � S7t�"F -" 13 S�'/ �'L�4YEy5f�nr.T��sAivayC'LAYe ___ L� 7��.�. 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Drillin� Co.��_ _� Type of Rig CN� _SS� Hole Aiameter i'n Drive eight /,l,�.o ,�c�s �'op 30 in. Elevation Top of Hole Ref. or Datum �I.� � . v dr vi.-. o � •� � � • GEOTECHNICAL DESCRIPTION a� , 0� .�c °i � � c a. � a�i v �"� b �' w \ 0 � $. m � � � � y Logged y �'�.� � � a. � � � � v Sampled by �--N.� 3 M�� ,ii _ �� si�.—ys.9.+cv o T�6NSE �9 ``M �`/ t�m�7reer�.:sh�c yc�,yiPr�orn:t�y �,��u.� CrA�n,Ea-�ac��h-��4c,00c.LS' 4 �r��c/� C% �7Ssi i7 9 .#.ZC>o �/E,'� r, --------_ � , 2 S M_ s�� s9� o _ DEn[5'E zz — �' S� ,,�G Cp�.lP i't`rn 9reer�i's,l��_ ,-� n f-�' �%h;�r��/ �r�c 2`"0 ��ii.�.►� r i , -�� w/ 1 � � � L�TS O�/�'`liCnCE„9pNS�'�-:%a�1 C� �ASSir7� ,�.200�.2 2� �O VE�Y JQ� EnLSE z5 � c�rr�ir�y sam� w �r-rt.vP� �z � l�� Be.Gdr�i n 7�uii� ��• .Ii�'/yP�✓'c.�ay a i�Z ENSE �� -�r�r�9ya.� � � S.q�Dys� T: S ��,E /6� _ ZD ��r�ve�er��c...��rec�.,Lo fs o� �`�/ co�rse S��-�ir� ��trr,�G �e/nN✓so�. � �i VERy �8, .DENS� 3� � 500A �2/��) Leighton & Associates GEOTECHNICAL BORING LOG Dato 6��f3�_Drill Hole No. �-L Sheet 3 of� Project Q�ce ��i��i'r�4 �t/i,�' ,� in„s,��pr� Job No. ��Sl6'3S-OZ Drilling Co. 2 _ �jr�//�i�o �'n. Type of Rig CME 5 '� Hole Diameter_��_Drive Weight /.�o.�s Drop 3� in. Elevation Top of Hole Ref. or Datwn � • � aM N � q� �+ •^� � y • GEOTECHNICAL DESCRIPTION �' � aa� �y�q ,o a� � u�. Q a � � � c� _ � w �� m � •�r .,+ ... cn L o g g e d b y i r f.�c. � v � a � � � � � Sampled by ;iy.� 23 6" --" =--�1.�--___________.--- �% „Bc,��i�� C-nro��ncL U/c�'�t' v� 9�/O�� 500A �2/�� Leighton & Associates GEOTECHNICAL BORING LOG Date ��/� ��s� Drill Hole No. ��_ Sheet / of� Project_��e ,�f„�i�� r.+/i'� .4 Ta�,u�y� Job No. .6S�/��5-o�i Drillin� Co. ;�,�> _�z=�/�,,��w�,� Type of Rig_ �",yE SS''�' Nole Diameter �j'ir�rfLDrive Ir'ei�ht /�� ,L(s Drop 3O in. Elevation Top of Hole Ref. or Datum v� Q . +�► a� N r� p'�. o � •^� � y • GEOTECHIVICAL DESCRIPTION a�� h�� a+ � w° � u � � vc� � w �;p� �� H � m � $' a ,� � � y Logged bY_ -T'M�C.. ,� � � � � � � v Sampled by TM.�. � SILT YS�9�/,Z�a - 15 � J G�eCl9'ue�r.✓q�er�i� ��a.�:��i �- G., �'nP.�.iu��rn/yL 50 �o � , av�-,Se rA��fmc� o � � 5Ti F F 5 - 2z rr-z;,� L, C L S�n�DY C�Ay:�1e�z'iU� C��-�z.� �s ! � �`"'a LviE'E� �G'.�'e�✓ai.��,+,re,� c2,//'Z�. /�7 PdiG1/r2� G'� STf FF 5� �(!.�- J �- SC ��yE S ' c�.��r�� ,�c--�'�c.�j a.�� -�o sr�u�ecL �oas� 4'4 Si�.� l.�. SM YsA� : LE� �'o' /`1ec�i'cG�-��.%��. ��"4�� 'Gt�/C�`rii7��G�� /�ec�G,• �% y4iiy C� /Q 6�*� I I 5 J 8 �.�/��« � %cr C/. ,�q�';y�q �'-2o p = 22> d �Sh7ry�I��2t1P1'�. � G'•,^��7YS'E, �!'t-�� !"f't t"�,�,�,.�'r'�r'�G. r''C� �!f-".�,f�' ME'D�u sC �'L.�9y6'YSi9i✓l� : L� Go` /ye�i�sr.�. sTiFF 3.3, — 1$ �reer�.s �y�i�ye�a�.�� 3 �e�/i«-�-, Ar ..�e�/ � 3 � NI�D� /2 -- I'S S/v� S/LTYS�IN.� ' �iu.� G'ireer�is� �� .��M$E .�Or+7G Cp'�YSe�Y�i!-j� G✓/�r�CG Q� G�Q.+gt 0 ll G-�" ----- - - - --- --_ _.__._------__ _______._.- -..___.____ � ____.- -__. _ ENSE 22 ` 13 S� S'��5/LTY�S'AN.1�o zs S'M �"� ��t�-��,�� o.�;�d,��u.� �''�a"�,3 C% f�ssir�9 �-�04 -//> 0 500A (2/�� Leighton & Associates GEOTECHNICAL BORING LOG Date 6�/�� Drill Nole No. �_ Sheet�of� Pro j ect i �r/i� i Job No. 6f3�s'/6,3�5'-0,2 Drillin� Co. Type of Rig CME' �SS� Hole Diam�ter gir�c� Drive Wei�ht /��„l�s Drop 3o in. -= Elevation Top of Hole Ref. or Datum �, • • .+ � us .-, � " "' �' � • GEOTECHNICAL DESCRIPTION �' u�, a e� � ci � a � � �' �; Logged by — � .-� .r . / /`�i�Ci H g. m � .� �.+ .r c/1 - � a � � � � � Sampled by Tiy,�C. �_ 3 1//� ofs of cc�rse s�. �r�coccri �re J�ENSE �S .-- �g 3G'`3c� � SM Sr�7-ys.9n� e '______ G�'� L`v /'��ti�i/-rJ�d�'-sZr��;S�ir�rr z�� rq cr� �I�r/C�a�G�C�f ��C/P..Q� Sc-v�.s S/�- 'rlS�'S �t"'r 7'lir9� � C�2. �'�s�� 5� � �� SC" �l C7/Onii�7��7f� �jj� � _ /L/I�Z�??ZIJ'7 , 9, C L �'�''' �c�� r�er�i.'s� � s��/�� n�C�.3s�'� S �✓/Sc�fe �r.�,'c'a�eo�-ts /��.�s M_ , siLi rss�r.�g ST/FF �� E•�Y��Y�is_/L�ra�s, �':�i�l++� 9r4iy� 3.5, -z�f-' _�fl g - 19 5C ��AYEys��e HG-�cL�i GL-riJ l.� � t"'="�:-✓7i��i j �nC -�o h7Ge�i'Gvrn Y�!/��j "�/"'�� C�G'4°G."!_f c;' ;'�2�. . L'./t.7� �.��s�,,,� �.a�w,�z� ----- ------------_____-------.___ — _ _ D cNs� �3 SM s��,—ys�.�/s�.,� � J�T �-�i� ,t„`L�';�r��rlr�:/,� '�y�.•�i !r� 'El��/Ctii'n �O Cc�r-se. �r4;rl, !.fEr ri�r. �,- r�•.��L �� so v��ey �4, ��n�S .Z 5 �9ore .Sa�,�. �r6 SM S/LTYS<IN,�: -------- .DEntSE �fea�i r.r� �" .,r� �re�r1�s-Li�•r---x�-,,��, -��/c�,<s $� — '$ C�/YJ/C9C�OGI$�!_�J�>G�ES��I'qC2 C�D7�'Z�/G�,$' -- . __. -__ �i.�i .__. � P�rSS✓r! �ao0=-Z A _ _�_-.__._-----_ �ERy ss-6 sM s��--ys.q.�/s�.,c� � 1�ENSE - . ��y�� m�U� SF= � f�e�"�i�t*1�7,-��'"cT��r1.4 Yqih -�GTt�' S a�,-z� ��YSG��i i'r�� )'cJG� �/r�iG�G� c+ �,- �aj�j%S� C% 60 5�c�� -'!%�� Leiahton & Associates GEOTECHNICAL BORING LOG Date ��/S� Drill Hole No. �� Sheet�of�' Project �,�;'cr� Ru�:�c/h4 w�� A Tvw Job No. 6ffi/63S-a.z Drillin� Co. 2.,p ��-�//,i�4 c� • Type of Rig G�1C 5� Hole Diameter �� Drive Wei�ht /.�.a -�t�s Orop �3'r in. Elevation Top of Hole Ref. or Datum >, • . a+ �► N r, � �+ �.� u a • GEOTECHNICAL DESCRIPTION � g � �c° H ^°'+ m ��2 c� a � a��i � y Loggad by i iy,� y a � � �o � v Sampled by iM 6 VERy � — � �j' SM 5/LTys�9N.?> Sh'�� DENSE �6�' �� w �rqce o�h-iicACevuS��''G��S % f�'ASS/rJ� �'2 00= 2�> C/ � �� .� _ 1 /-�o% B4c.�j<'i/�� G�rou�»c� u�4�r �� G� � �� '!%�) Leiahton 8 Associates 6851635-02 APPENOIX B SUMMARY OF CLASSIFICATION TESTS Atter_b_e_r�_�_L�imits Boring iqui --�Tas�icri`�y Percent Passin No. Depth (feet) Limit, % Index, y �4 #i� Classification B-1 2.0 - 3.5 40 23 - - 65 Sandy Clay - (CL) 6.0 - 7.5 30 14 - - 51 Clayey Sand/ (SC) Sandy Clay (CL) 7.5 - 9.0 23 3 - - 36 Clayey Sand (SC) 15.0 - 16.0 - - 97 22 4 Sand (SP) 21 .0 - 21.5 - - 100 80 36 Silty Sand (SM) 30.0 - 31 .5 - - 94 51 16 Silty Sand (SM) 35.0 - 36.5 - - 100 87 22 Silty Sand (SM) 50.0 - 51.5 - - 88 77 58 Sandy Silt (ML) B-2 0.0 - 2.0 - - 93 43 19 Silty Sand (SM) 2.5 - 4.0 31 11 - - 60 Sandy Clay (CL) 5.0 - 6.5 27 11 - - 40 Clayey Sand (SC) 15.0 - 16.5 31 16 100 70 40 Clayey Sand (SC) 35.0 - 36.0 38 16 - - 50 Sandy Clay/ Clayey Sand(CL-SC) 40.0 - 41 .5 27 9 - - 42 Clayey Sand (SC) 30.5 - 31 .5 - - 99 75 26 Silty Sand (SM) B - i • • r � • - . . . • . • • . . . • . 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In addition, California Ring Sampler blow counts were modified i utilizing a correction factor of 1.6. ' � i ; I � i � I I ' � � ' r'�C�p Na. C - 1 -�;-�1 No: 6851635-02 i eighton � Associates � ------------ � DETE�:aINRTION OF CYCLIC STRESS RATIO CAUSING LIQUEFACTION ' D.ATE: /5 8� DRILL HOLE N0. �-�— CALCULATED BY: TM�t DESIGN � REM�1Rks FAULT amax M �1 �' 0 � Inl � L1�oMA� ��48� 5�5- 6�° 9 0 -�3 ' z9 0 -4� ' 9 i � a � �3 _ z� � o� 3a � z8 0� 40 ; .32 0� 46 � 45 0� G� NL� i ! I Fo� �t/, � -25 E � M_ 5, 5 � s o ; �/� _ �✓,/�p � I �� N S�5 USE Fi6av�E- 6- / SEE',2j�j9�5� + A�✓�/o,� Fi��' 2 4. SEE� �/9�6> '� � /VL - NON-G /Q UEF�A.BLE ��'�Se� �'7 ��t��r2�G r.g �%n��s� C/ I si�v e �-y7A/ysi;s, G./�TerCar�fE�M� � "v-/owCoctr��s� . O I �o]�ct No= , 6851635Q2 _ Leighton & Associates Piot e No: c - i i _ � oETEF�•tilnAi t0� OF INDUCED CYCLIE S f I:tSStS . . �RILL HOLE N0. � DaTE: � �S I � ELEVATI01�: -' CALCULATED BY: � I � � ELEVRTION 0� ��J�-�-+� � I I D E?TN G� G�� M = 5•5 - 6• � F l.i�� LJ� �S 1 � .`� / f ��o I S.F. � Q 1 — � — � — I — I , .oa ; 5 I - � _ 0 _98 -' - ( � 10 I O•63 ! O• 63 a .97 � O•30 �'�t3 15 I 0°9� � o•$I � .96 ca'-36' � 0• �d$ � 20 C i��o 0• �9 � a_�s � �� 39 � ° '33 25 � /�E� I �'�� O.g3 : I �'4'"� f �' �3 I I I �. qg � /•35 a _g2 a• �z o - 95 � 30 I 35 I �.3z ( /•53 0 .89 � O• 4-2 � • I U ( I 4a 2�65 ` /' �z , o .ss � o ��-I ( 1 � 56�� I 45 I — ( " � 0.80 I '- � — I Sa M - ( - �-75 — — � � `� , � p. 6s a.�crz . Go �c�. I � � � ' SA FE 7"y F/9G�"0.2 = �' G�C .S��SS %��v �auSi� •�' e • � �'yG/G v�r�ss iyJc�IGP.� .�Y�q,�� a � � Project No: 6851635-02 Leighton & Associates Plate No: C - i i i nooere/��t oETE�ti��Ir1ATI0N OF NOR,�I,�LI�ED S,.Ar�C;RD P�yETRATION RESIST.�,;CE PJ� DRILL HOLE NO. : _�3 z DATE: �/5/R� ELEVATION: CALCULATED BY: ii`1.�G ELEVATION OF GWT:62�� DEPTH EL�ti�ATION UNIFIED Q'"o� (F�ET} (FEET) SOIL SYP•150L N� {+;;} �y � N1 . 5- � SC + l.� I o �3-?r /� Gz � Z I I /p I 5'/� � � o -50 � /- 3S � �O I ' /5 � � SC j � � o �68' � /•2� I 1 � �� 2 0 � S /�'I ! 2/ i � • 86' /- 6 g z,3 I f ,25 � � Si�-1-S� 5.� I /• ol�. I a. 9S� � S/ I ' ,30 ! �sr-1 � 3 9 � /• 2 ,2 { o •8y i -3-5 I �35 I I SG —C L 35 � /• p 4• S'.� 2 9 � � �o I s� �� . �-g i o��.� i �o ! I I I � 1 i i i i I ► I ; � � ; � � , � � � �� ; � � � � � � , � � � , � i � ! i , . ! � �' I � � � � � � , � ' ; I i ; I I I I � ' � { � , ,;1 _ r,� . y � � C� = i - 1 .�5 l�c �o� o--o' in tsf i � � � � + � � � � , � � � �roj�ct No� 6851635-02 Ple'e No: C- iv. Leighton & Associates DEi��=:'��IQN OF CYCI.IC STRESS RATIO CAUSING LIQuEFACTIOrl O.�TE: �RII.L HOLE N0. -�_'= CALCULAT�7 BY:�� OE 5 I GN .Z-� FAULT amax M �1 �` R.EMA.�kS W f L1�74 MR7� 4• 48� 5•5' 6'� �/ O• 3o NL� � /o c�. /y. - � _ o �3 NL� 23 0• 33 5/ o� �3 NL�` ,3,5 0 � 5d .2� o� 4-/ NL� / O � ' ��t /V L�' �. See �or�r�y �-/ o/is'c��ss�ar� - �/ � 6851635-02 pf o t e N o: C - v = s��cr rvo: Leighton P� Associates oETEF��InAi tON OF IlVDUCED CYC�1E S(htSSES . ORILL HOLE NQ. '� OATE: �' /5 �� ELEVRTION: —" CALCULATED BY: � 1 ELE�IATION OF G'rl i: 6 p E?i H G o G;� �/ M ' S'S— 6'O Fc�i ts� �.5' d ��' } S .F. I 0 0 I _ I I I ! I 1 _00 j 5 I o.gz I o�3?,. ` 0 _98 O-3! � 4`9�'�� l0 I e-G5 � o•So 0.97 ` 0-39 0•36 Z 5 � o•9q , �• 6 g' a .s6 0�4-4- o •30�'``- zo � �• 33 °'86 � a_�s � 0��-6 I ��Z. 25 I �' 6� I �� I 0 .33 : I �"r`'� I �'.J,j�f 30 I 2 'o/ { /'zz I 0 .92 0•tt-"� I / • O6 { I 35 I z•3�f- � /•�--0 I 0 .8g 1 �'4'6 � �.g�� ( 40 2 •68 I /•58' � 0 .85 ( �'45 � o•31 � f 45 ( — I — � 0 .80 I — � I 50 � _ � _ a .�5 — — M � i✓� .�y�e�a-6�Le, Project No: 6851635-02 plate No: � _ ui Leighton & Associates no�n �a/��t 6851635-02 APPENDIX D GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1.0 General Intent These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled , placement of fill , installation of subdrains, and excavations. The recor�nendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recomrnendations of the geotechnical report. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances , these specifications and the approved grading plans. If, in the opinion of the consultant, unsatisfactory conditions, such as questionable soil , poor moisture condition , inadequate compaction , adverse weather, etc. , are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be 5topped until the conditions are rectified. Maximum dry density te5ts used to determine the degree of compaction will be performed in accordance with the American Society of Testing and Materials tests method ASTM D1557-78. D - i 6851635-02 3.0 Preparation of Areas to be Filled 3.1 Clearin� and Grubbinq: All brush, vegetation and debris shall be removed or pi e an o erwise isposed of. 3.2 Processing: The existing ground which is determined to be satisfactory for suppor�of fill shall be scarified to a minimum depth of 6 inches . Existing ground which is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable groun , ex en ing to such a depth that surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the consultant. 3.4 Moisture Condi�t�i�o�n��i�n�: Overexcavated and processed soils shall be watered, rie =6ac`k;�b7en�ded;and/or mixed, as required to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavation and processed soils which have been properly mi ex d anc7Tmoisture-conditioned shall be recompacted to a minimum relative compaction of 90 percent. 3.6 Benching: Where fills are to be placed on ground with slopes steeper than ��iorizontal to vertical units) , the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose firm material , and shall be approved by the consultant . Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1 shall be benched or otherwise overexcavated when considered necessary by the consultant. 3.7 Approval : All areas to receive fill , including processed areas , removal areas and toe-of-fill benches shall be approved by the consultant prior to fill placement. 4.0 Fill Material 4.1 General : Material to be placed as fill shall be free of organic matter and o�Tier`deleterious substances , and shall be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by consultant or shall be mixed with other soils to serve as satisfactory fill material . D - ii 6851635-02 4.2 Oversize: Oversize material defined as rock, or other irreducible material w�i fira�maximum dimension greater than 12 inches , shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill . Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 4.3 Import: If importing of fill material is required for grading, the import ma erial shall meet the requirements of Section 4.1. 5.0 Fill Placement and Compaction 5.1 Fill Lifts : Approved fill material shall be placed in areas prepared to receiv`e`�i'll in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be wa ere an3—mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material . Moisture-conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content at or near optimum. 5.3 Compactian of Fill : After each layer has been evenly spread, moisture- con ��ioned,ana�mfixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability , to efficiently achieve the specified degree of compaction. 5.4 Fill S1oRes: Compacting of slopes shall be accomplished, in addition to normaT compacting procedures , by backfilling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. 5.5. Compaction Testin�: Field tests to check the fill moisture and degree of compac�ion wi1T be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general , the tests will be taken at an interval not exceeding 2 feet in vertical rise and/or 1 ,000 cubic yards of embankment. D - iii 6851635-02 6.0 Subdrain Installation Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the consultant. The consultant , however, may recommend and upon approval , direct changes in subdrain line, grade or material . All subdrains should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys , prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes will be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed . Where fill -over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall be made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. 8.0 Trench Backfills 8.1 Trench excavations for utility pipes shall be backfilled under engineering supervision. 8.2 After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of at least one foot over the top of the pipe. The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand. 8.3 The onsite materials, or other soils approved by the soil engineer , shall be watered and mixed as necessary prior to placement in lifts over the sand backfill . 8.4 The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as determined by the ASTM compaction method described above. 8.5 Field density tests and inspection of the backfill procedures shall be made by the soil engineer during backfilling to see that proper moisture content and uniform compaction is being maintained. The contractor shall provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing. D - iv 6851635-02 APPENDIX E REFERENCES 1. California Division of Mines and Geology, 1975 , CDMG , Note Number 43 , Recommended Guidelines for Determining the Maximum Credible and the Maximum Probable Earthquakes. 2. Dennis, Norman D. , Jr. , Olsen , Roy E . , 1983 , "Axial Capacity of Steel Pipe Piles in Sand , " American Society of Civil Engineers , Geotechnical practice in offshore engineering, Austin, Texas. 3. Envicom Corporation and the County of Riverside Planning Department , 1976 , Seismic safety and safety elements technical report for the County of Riverside, v. I , II . 4. Lamar, Donald L . , Merifield , Paul M . , and Proctor, Richard J . , 1973, Earthquake recurrence intervals on major faults in Southern California, Association of Engineering Geologist Special Publication , Geology, Seismicity, and Environmental Impact. 5. Leighton and Associates , Inc . , 1985 , Soil /Investigation and liquefaction study, proposeed hotel site , South Portion of "The Plaza" , Rancho California , Riverside County, California, Project No. 6861635-01 , dated November 22, 1985. 6. Pioneer Consultants, 1980, Geotechnical evaluation, a portion of the Wildomar Fault Zone, Rancho California Area, Riverside County , County Geologic Report No. 199, dated June 13, 1980. - 7. Poulos, H.G. , and Davis, G.H . , 1980 , Pile foundation analysis and design , Chpts. 1 , 2, 3. 8. Riverside County Planning Department , 1978, Seismic safety/safety element policy report. 9. Seed, H.B. and Idriss, I .M. , 1982, Ground motion and soil liquefaction during earthquakes: Earthquake Engineering Research Institute. 10. Weber, Harold F. , 1977, Seismic hazards related to geologic factors , Elsinore and Chino fault zones , Northwestern Riverside County, California, OFR-77-4 L.A. E - i