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LOS ANGELES June 4, 2001 J,N. 241-01 PACIFIC CENTURY HOMES 40925 County Center Drive, Suite 110 Temecula, California 92591 Attention: Mr. Jim Bolton Subject: Geotechnical Investigation of Tracts 23142 and 26941 and Preliminary Sewage-Disposal Feasibility Evaluation of Crowne Hill Estate Lots, Tract 26941, City of Temecula, Riverside County, California Petra Geotechnical, lnc, is pleased to submit herewith our geotechnical investigation report for Tracts 23142 and 26941 and limited percolation testing for preliminary evaluation for onsite sewage-disposal systems within the Crowne Hill Estate lots in Tract 26941 located in the City of Temecula, California. This work was performed in accordance with the scope of work outlined in our Proposal No. 1182-01 dated May 9,2001, and our supplemental work authorization. This report presents the results of our field investigation, laboratory testing and our engineering judgement, opinions, conclusions and recommendations pertaining to geotechnical design aspects of the proposed development. It has been a pleasure to be of service to you on this project. Should you have any questions regarding the contents of this report or should you require additional information, please do not hesitate to contact us. Respectfully submitted, PETRA GEOTECHNICAL, INC. ~ Mark Bergmann V ice President --".., LAB/CB/SMP/MB/keb Distribution: (4) Addressee ? 27620 Commerce Center Drive. Suite 103 . Temecula . CA 92590 . Tel: (909) 699-6193 . Fax: (909) 699-6197 . petrate@ibm.net PETRA GEOTECHNICAL, INC. I I I I I I I I , I I II I I I I I I -I - PACIFIC CENTURY HOMES TRs 23142 & 269411Temecula June 4,2001 J.N.241-01 Page i TABLE OF CONTENTS Section Page INTRODUCTION , . , . . , , , . . , . . , , , , , . , . , . . , . , , , . , . . . . . . .. 1 Location and Site Description . . . . . . . . . , , , , , . . . , , , . . . , . , . . .. 1 Proposed Development/Grading ,......,.".",......,'..,.. 2 Background Information . . . , , , , , . , , , . . . . . . . , . . . , . . . , . . . ., 3 Purpose and Scope of Services """,..,......""..,...... 4 INVESTIGATION AND LABORATORY TESTING ".............. 6 Field Exploration, , , , . . . . , . , . . . . . . . . . . , . , , . . . . . , . . . , , .. 6 Percolation Testing ...,..,...",.,....,.""",........ 7 Laboratory Testing ,."'..'.,..,.,."".,.",,,......., 8 FINDINGS, , . . , . . ' , , , , , , . , . . , ' . , . , . , , , , , . , . . . . . , . . . , ., 8 Regional Geologic Setting . , , , , . . , , , . , . , , ' , , , . , . . . , , . . . , ., 8 Local Geology and Soil Conditions ,."...'..,.,.,.",...,... 9 Groundwater "",.,.....""",.."....,.",'...... 10 Faulting . , , , , , . , , . , , . . . . , . . , , , , , , . , , . . . , , . ' . . . . , , ,. 10 CONCLUSIONS AND RECOMMENDATIONS "",........,.,.. 11 General , , . ' , ' . , , , , , . . ' , ' , , . , . . , . ' . . . . , . , . . , . , ' . . ., 11 Earthwork . : . . , , , , . . . . , , . , , , , . , . . . . . . . , . , . , , . , , . . .. 11 General Earthwork and Grading Specifications . . . , , , , , , . , , . . " 11 Clearing and Grubbing .""".",........."",..,... 12 Excavation Characteristics . , , , , , , , , . . , . . . . . , , , , , . , . . . ,. 12 Groundwater , , . , , . . . . , , . , , . , . , . . . . . . . , , , . , , , . . , . .. 12 Ground Preparation - Fill Areas .,..,......,."",.....,. 13 Canyon Subdrains .,...,.",.,.........",..,.....,. 13 Fill Placement , . , , , . . . . , , , , , , , . . . . . . . . . . , . , . . , . . . " 14 Benching . . . , , , . . , . . , . , , . . . . . . . , . , . . . . , . , . , , , . . " 14 Import Soils for Grading . . , . . . . . . . . , , , , , , , . , . . . , . , . ' ,. 14 Processing of Cut Areas ."...,...."""......"..". 15 Cut/Fill Transition Lots, . . , . . . . . , . , . , . , , , . . . , . . . , . . , " 15 Shallow Fill-to-Deep-Fill Lots ....".,...,.."""..,... 15 Cut Slopes ".,..........""'.,.,....'",,...,... 16 Fill Slopes ...""....."'.,'..".....,,,.,..,..., 16 Fill-Above-Cut Slopes . . , , , , , , . ' . . . , , , , . , , . . . . . . . . , , ,. 17 Geotechnical Observations . , . . . . . , . . . , . , . . . . . . . . . . . . . ., 17 Shrinkage, Bulking and Subsidence .....,.",.,.",'...... 17 A.. ttA ~ I I I I I I I I I I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N.24l-01 Page ii TABLE OF CONTENTS (Continued) Post-Grading Considerations ..,..,.,.....""..........,. 18 Deep-Fill-Settlement Monitoring . . . , . , . . . . ' . , , , , . . , , , , , .. 18 Slope Landscaping and Maintenance ..."..",..,...".". 19 Utility Trenches, . . . . . . , , . , , . . , . , . , , . . . , . . , . . . . . . ' ,. 20 Site Drainage "...,..."...,.....,....,.......,." 21 Sewage-Disposal Feasibility (Tract 26941) ..."""..,...,..., 22 Seismic Design Considerations , . . . , , , , . . . , , , , , , . . . , , . . , . .. 22 Ground Motions .,'.....".""...""".".'".... 22 Secondary Effects of Seismic Activity ""."",.,.,.,..", 24 Effects of Proposed Grading on Adjacent Properties .""...,..." 24 Tentative Foundation-Design Recommendations . . , . , . . . . . . . . . . " 25 General , . , , , , . . . , . . , , . , , . , . . . , , . . . . . . , , . . . . . . , " 25 Allowable-Bearing Values "",.,..."...,..."....,." 25 Settlement ",'...".."...,.,..,...,....,......,. 25 Lateral Resistance ..",..,..""..",....,..",.,... 26 Footing Setbacks From Descending Slopes .".,.,..,....,.,. 26 Building Clearances From Ascending Slopes """..".,..". 27 Footing Observations ,.,..,..""....."..,."'..,,,.. 27 Expansive Soil Considerations ."",.,.,.".,."".".,. 27 Post-Tensioning. , . , . . . . . , , . , . , , , . . . , , , . . . , , , . . , , , .. 33 Retaining Walls. , . , , , . . . . , ' , . , , ' , . . . . , , , , , , , . , , , , . , .. 34 Footing Embedments ......",.......".,'.".....,.. 34 Active and At-Rest Earth Pressures .,......"",'...,...,. 35 Drainage ....".,..."",..,......"""...,..". 36 Temporary Excavations. . . , . , . , . , , , . . . , . , , ' , , . , . . , . , " 37 Wall Backfill ..,.......".,.",...."""""..". 37 Masonry Garden Walls . . . . . . , , ' , , , , . . . , , ' , , , . , , . , , , . , ,. 37 Construction on or Near the Tops of Descending Slopes . , , . , , , . .. 37 Construction on Level Ground ...,....."".,.......,... 38 Construction Joints. . . , , . , , , , , , . . , . , . . . . . , . . . . . . . , . ., 38 Concrete Flatwork . , . . . . . . , . , , , . . . . , , . . . . . . , . . . . . . . . .. 38 Thickness and Joint Spacing , . , . . . . . . , , . . , . , . , , . . , , . . , .. 38 Edge Beams .'............""...."",.,'..',.... 39 Subgrade Preparation ."."....,....,.,..,..,...",.. 40 Soluble Sulfates. , . , . . . . . . , , , . , . . . . . , ' . . . , . ' , . . . . . . . .. 40 Planters . . . . . . . . . , , . , . . , . , . , . , . . . . . . , , . . . . . . . . . . . '. 40 GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES ,..... 41 ,6 ~ ~ I I I I ~ I ! I I ~.. ~ I i I i I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4,2001 J.N.241-01 Page iii TABLE OF CONTENTS (Continued) INVESTIGATION LIMITATIONS. . . . , . . , , . . . . , , . , . . . . . . . . ., 42 Figure 1- Site Location Map References Plates 1 through 4 - Geotechnical Maps (in pocket) Appendices Appendix A - Exploration Logs of Borings and Test Pits Appendix B - Laboratory Test Criteria/Laboratory Test Data Appendix C - Seismic Analysis Appendix D - Percolation Test Data Appendix E - Standard Grading Specifications ~ I i - \ ~, I i I I , I i ~ ~ (p ~ ~ I I - ; I i , I ! I ! I ! ~ I ! I ~ - , I ! I i GEOTECHNICAL INVESTIGATION OF TRACTS 23142 AND 26941 AND SEWAGE-DISPOSAL FEASIBILITY EVALUATION OF CROWNE HILLS ESTATE LOTS, TRACT 26941 CITY OF TEMECULA, RIVERSIDE COUNTY CALIFORNIA INTRODUCTION This report presents the results of Petra Geotechnical, Inc.'s (Petra's) geotechnical investigation of Tracts 23142 and 26941 and a preliminary sewage-disposal feasibility evaluation for the Crowne Hill Estate Lots in Tract 26941. The purposes of this investigation was to determine the nature of surface- and subsurface-soil conditions, to evaluate their in-place characteristics and then provide geotechnical recommendations with respect to site grading and design and construction of building foundations, The sewage-disposal feasibility investigation within Tract 2694 I was conducted to provide preliminary assessment of the onsite conditions within the estate lots with respect to construction of onsite sewage- disposal systems, This investigation also included a review of published and unpublished literature, as well as geotechnical maps pertaining to active and potentially active faults that lie in proximity to the site that may have an impact on the proposed construction, ~ I [ I I \ I I I I Ii I I Location and Site Description The subject site, which is currently vacant, is located southeast of the intersection of Pauba and Butterfield Stage Roads in the City of Temecula, California, The irregular-shaped property consists of east-west-trending ridges and valleys of moderate relief. A broad north-south-trending valley forms the eastern boundary 0 f the site. End-dumped fill, construction debris and landscape waste were observed within and adjacent to the canyon located in the vicinity of Royal Crest Place, The proposed school site was noted to be covered with end-dumped piles of fill at the time of our investigation. Several piles of fill were also observed along hillsides throughout the site. A desilting basin presently exists at the southwestern corner of ~ ~ I I I I I I I I I I I I I I I I I L I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4,2001 J.N.241-01 Page 2 the site adjacent to Butterfield Stage Road. Significant erosion of existing cut and fill slopes within and adjacent to the site was also observed, Elevations across the site vary from approximately 1,141 feet above sea level in the southeastern portion of the site to approximately 1,337 feet above sea level in the northeastern portion. Natural-slope gradients on the site range from generally level to locally as steep as I: I (horizontal:vertical [h:v]) along several hillsides, Drainage is generally towards the west over a majority of the site and towards the south in th e eastern portion of the property, Underground structures known to be present within the site consist of water, telephone and electrical utilities that site parallel Butterfield Stage and Pauba Roads, At the time of our investigation, vegetation within the site consisted of dry grasses and weeds within the main drainages combined with a moderately dense growth of shrubs along the flanks of the hills and along the ridge tops, The site is bordered on the north by Pauba Road, on the south by residential tracts, the east by low-density residential housing and on the west by Butterfield Stage Road. The general location of the site is shown on Figure 1. Proposed Development/Grading The enclosed 100-scale topographic map prepared by Robert Bien William Frost and Associates (Plates I through 4) indicates that the proposed development will consist of approximately 1,117 high-density, single-family residential lots, 27 estate residential lots, one school site and four park sites. The high-density residential housing (Tract 23142) will occupy the majority of the site southeast of Butterfield Stage and Pauba Roads. The estate lots (Tract 26941) will be located along the 1 ~ ~ I I I I I I I I I I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 IN. 241-01 Page 3 western side of the major canyon in the eastern portion of the site. The school site is proposed in the southeastern corner of the site, Maximum proposed vertical depth of cut and fill within Tract 23143 are approximately 86 and 58 feet, respectively, All cut and fill slopes are proposed at a maximum slope ration of 2: 1 (h:v). Maximum cut-slope height will be approximately 50 feet, maximum fill-over-cut-slope height will be approximately 40 feet and maximum fill-slope height will be approximately 70 feet. The 27 residential lots proposed within Tract 26941 (Crowne Hill Estate Lots) will vary from approximately 2,5 to 5 acres in size, The proposed grading within Tract 26941 consists of constructing access roads and a level building pad on each lot, as well as an access driveway, The level building pads will vary from approximately 20,000 to 25,000 square feet in area, The access roads, building pads and driveways will be bordered by a series oflow- to moderate-height 2: 1 (h:v) cut and fill slopes. Since the topography within the estate lots is typically characterized by rolling hills, the proposed grading will result in cut/fill transitions crossing the level building pads. The areas surrounding the graded building pads on each estate lot will remam ungraded for construction of private onsite sewage-disposal systems. The central portion of the proposed school site will be cut to grade exposing bedrock and fills are proposed along the perimeters to create a mass-graded pad, As such, several cut/fill transitions will be created within the mass-graded site, Background Information The site has essentially remained undeveloped except for the areas described below. . An ascending 2: 1 (h:v) compacted fill slope exists along the southwest-trending canyon adjacent to the existing residential development. to ~ ~ ~ I ! I ! - I i I I, I I I I I i ~ I I I I - I ~.' I I I I I i I I I , PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula ? I 'ItJ ' w"" . A toe-of-slope fill key exknding to bedrock was excavated along the above ascending 2: 1 (h: v) fill slope. Removals to bedrock were also made adjacent to the toe-of-slope; however, fill placement in the removal area beyond the toe of the slope was not observed or tested by a geotechnical firm and, therefore, is not considered engineered fill, June 4, 2001 J,N.241-01 Page 4 . The canyon in the vicinity of Paraguay Drive was utilized as a grading-equipment staging area for the adjacent tract. . The area in the vicinity of the proposed school site and in the southerrunost, southwest-trending canyon (in the vicinity of proposed Paraguay Drive) was used as a borrow site during grading operations of the adjacent residential development. . Undocumented fill was placed adjacent to Butterfield Stage Road at several locations during grading of the adjacent residential tract. The fill materials locally extend approximately 600 feet up the canyons, Pacific Soils Engineering (Pacific Soils) investigated the site in 1988 and 1992, and produced a geotechnical letter , a geotechnical study and grading-plan review report and a revised remedial-grading quantities letter (see References). Geotechnical test- pit and boring logs from investigations by Highland Soils and Ranpac Soils were included in Pacific Soils reports (Pacific Soils, 1992 and 1995). The prior subsurface-investigation locations and logs are not included with this report due to an apparent misidentification of the alluvium/bedrock contact made by prior consultants who identified the contact at a color change between the recent all uvium and a slightly older Pauba formational bedrock detritus, However, the laboratory data from the prior consultants was reviewed and considered during preparation of this report. Purpose and Scope of Services The purposes of this study were to obtain information on the subsurface conditions within the project area, evaluate the data and then provide grading recommendations <\ ~ ~ I I I I I I I I I I II I I I I I I I 1 1 I. PACIFIC CENTURY HOMES TRs 23142 & 269411Temecula June 4, 2001 IN. 241-01 Page 5 for the site, as well as conclusions and recommendations for design and construction of the proposed structures, as influenced by the subsurface conditions. This report also includes the results of our limited percolation testing performed within Tract 26941, The scope of our investigation consisted of the following, . Review of available published and unpublished data concerning geologic and soil conditions within, as well as adjacent to the site that could have an impact on the proposed development. This included review of data acquired by other geotechnical engineering firms for the site and adjacent properties (see References) . . Geologic mapping of the site, . Excavation, logging and selective sampling of II exploratory borings to depths of up to 41.5 feet. Boring locations are shown on Plates I through 4 and descriptive logs are presented in Appendix A, . Excavation, sampling and logging of 66 exploratory test pits to acquire soil samples for laboratory testing and to evaluate geologic structure and lithology. Test-pit logs are presented in Appendix A and the locations of these pits are shown on Plates 1 through 4. . Excavation of five exploratory test pits and five adjacent shallower percolation test holes within Tract 26941. Percolation test results at the five locations are presented in Appendix D, . Laboratory testing and analysis of representative samples (bulk and undisturbed) obtained from the borings and test pits to determine their engineering properties. Laboratory test criteria and test results are presented in Appendix B, . Preparation of geotechnical maps (Plates I through 4). . Engineering and geologic analysis of the data with respect to the proposed development. . An evaluation of faulting and seismicity of the region as it pertains to the site. \C tIi ~ I'~ I :"1 I \ I ! I ! ~ ~.. I t ~ ~ ~ I I I ! ~ ~, I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N.241-01 Page 6 . Preparation of this report presenting our findings, reconunendations for the proposed development. conclusions and INVESTIGATION AND LABORATORY TESTING Field Exploration Subsurface exploration was performed on May 12, 14, 15, 19,21 and 23 through 26,2001, and involved the excavation of 66 test pits to depths ranging from 5 to 15 feet utilizing a rubber-tired backhoe. A hollow-stem auger drill rig was also used to drill 11 exploratory borings to depths varying between 21.5 and 41.5 feet. A backhoe equipped with an 8-inch diameter flight auger was utilized to excavate and drill five percolation test pits and adjacent IS-foot deep exploratory test pits within Tract 26941. Prior to subsurface work, an underground utilities clearance was obtained from Underground Service Alert of Southern California, Earth materials encountered within the exploratory test pits and borings were classified and logged in accordance with the visual-manual procedures of the Unified Soil Classification System. The approximate locations of the test pits, exploratory borings and percolation test holes are shown on Plates 1 through 4 and descriptive logs are presented in Appendix A, Associated with the subsurface exploration was the collection of bulk (disturbed) samples and relatively undisturbed samples of soil and bedrock materials for laboratory testing. Undisturbed samples were obtained using a 3-inch-outside- diameter modified California split-spoon soil sampler lined with brass rings, The soil sampler was driven mechanically with successive 30-inch drops of a gravity- driven, 140-pound hanuner. The central portions of the driven-core samples were placed in sealed containers and transported to our laboratory for testing. .~ ~ ~ , , I i I I ! ~ - I ~ I I I [ !I I I I I , , I { I I I I I ! I i PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 IN,241-01 Page 7 Percolation Testing The five percolation tests were conducted in Tract 26941 to evaluate the feasibility of utilizing leach fields for onsite disposal of sewage effluent. The percolation tests were performed in substantial conformance with the guidelines outlined in the referenced booklet by the County of Riverside Department of Environmental Health for leach lines. The percolation tests were conducted in 8-inch diameter by 14-inch deep borings which were drilled in the bottoms of 5-foot deep backhoe test pits. Prior to percolation testing, each test hole was first cleared of all loose soils and the bot toms and sides were scraped to eliminate smeared soils, Approximately 2 inches of pea gravel were placed in the bottom of each test hole and the holes were then filled with water. Following a presaturation period of approximately 20 hours (i.e, overnight presoak), the test holes were refilled with 8 to 10 inches of water over the gravel. From a fixed reference point, the drop in water level was measured and recorded at approximate 30-minute intervals over a minimum period of 6 hours (minimum of 12 consecutive measurements), After each measurement, the water level was readjusted to a depth of 8 to 10 inches over the gravel. Measurements were made to a precision of 0,25 inch. Percolation-test data recorded in the field are presented in Appendix D and approximate test locations are shown on the enclosed geotechnical maps (Plates 1 through 4). The percolation tests resulted in acceptable percolation rates at four locations (10 to 15 minutes per inch) and one failing test in excess of 60 minutes per inch, Exploratory test pits to 15 feet deep were excavated beside each of the percolation tests to check for shallow groundwater and to verify the absence of impermeable \V ~ ~ I I I I I I I I I I I I I . , I I I ! , I , I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecu1a June 4,2001 J,N,241-01 Page 8 strata. These test pits are identified as TP-SIP through TP-S6P and the logs are included in Appendix A, The earth materials encountered in the percolation test pits consisted of Pauba formational bedrock material, as described in the following Local Geology Section of this report, No groundwater, seepage or mottling were encountered in any of the five deep test pits excavated for this limited sewage-disposal feasibility study, In addition, the IS-foot deep exploratory test pits were excavated with little to moderate difficulty, indicative of the absence of impermeable strata, Laboratory Testing Maximum dry density, expansion potential, consolidation characteristics and shear strength of remolded and undisturbed samples were determined for selected disturbed (bulk) and undisturbed samples of soil and bedrock materials considered representative of those encountered. Moisture content and unit dry density were also determined for in-place soil and bedrock materials in representative strata, A brief description of laboratory test criteria and summaries ofthe test data are presented in Appendix B, In- situ moisture content and dry unit weight are included in the exploration logs (Appendix A), An evaluation of the test data is reflected throughout the Conclusions and Recommendations Section of this report. FINDINGS Regional Geologic Setting The site is located within the Peninsular Range Geomorphic Province of California. The Peninsular ranges are characterized by steep, elongated, northwest-trending (j ~ ~ I I I I I I I I I I ~ I I I I I I ~ I I I I I I ~. I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecu1a June 4, 2001 .T.N,241-01 Page 9 valleys, More specifically, the site is located in the southern (Temecula Basin) portion of the Perris Block, The Perris Block is bounded on the north by the San Gabriel and Cucamonga faults, on the east by the San Jacinto fault, on the west by the Elsinore Trough and on the south by an undefined zone south of Temecula. The Perris Block is predominately composed of crystalline granitic basement complex of Cretaceous age and Quaternary sediment accumulation in low-lying areas, The crystalline basement and Quaternary Pauba sandstone form well-rounded hills of moderate relief. Sparse volcanic units of Tertiary age occur in the western portion of the Perris Block, Local Geologv and Soil Conditions The site is located on the southern flank of an east-west-trending complex of highlands which are bordered on the north by Long Valley and to the south by Pauba Valley. The highlands consist of Quaternary Pauba formational sandstone which was deposited approximately 700,000 years ago, Valleys and swales within the highlands are occupied with Quaternary alluvium and colluvium to variable depths, Artificial fill was observed along Butterfield Stage Road and within the adjacent valleys in the western portion of the site, Following is a discussion of the site specific data based on our subsurface investigation, Ii t Ii I If II . Artificial Fill (map symbol: afu) - Artificial fill was observed both as placed fill within the east-west-trending canyons adjacent to Butterfield Stage Road and as end-dwnped piles within several other areas of the site, The placed fill consisted of medium orange brown to dark grey clayey sand and silty sand, The soils were observed to be moist and to vary from medium dense to dense and locally contain minor organic materials, Loose alluvium was encountered beneath the fill in our Boring B-10P at 20 feet. The end-dumped piles throughout the site were not geotechnically investigated for this study. However, it is likely that they are locally derived soils and when properly compacted are expected to exhibit similar engineering properties to those encountered during our investigation, . OuaternaJ)' Alluvium (map symbol Oa)) - Quaternary alluvium was encountered within the drainages and valleys throughout the site and noted to consist of light 'f\ ~ ~ I I I I I I I I I I I I I I i I L I , I I I l I L. I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N.241-01 Page 10 to dark brown, orange brown and yellow brown silty sand, clayey sand and well- graded sands. The soils were observed to be dry to moist and vary from loose to medium dense with occasional dense layers. Slight to moderate porosity was observed with pores up to 1/8 inch in diameter encountered as deep as 8 feet. . Quaternarv Colluvium (map svmbol Oeol) - Quaternary colluvium was observed on the flanks of hills, in swales and within saddles throughout the site. The soils consisted of brown silty to clayey sands which were dry to damp, loose to medium dense and porous. . Quaternary Pauba Formation (map symbol Qps) - Pauba formational sandstone and siltstone forn1s the hills throughout the site and underlies the site at depth within the canyons, The bedrock observed onsite consisted of clayey, silty and well-graded sandstone and siltstone which varied in color from grey and orangish brown to yellow. The upper approximately 2 to 5 feet of the unit was weathered and exhibited slight to moderate porosity, The sandstone/siltstone was damp to moist and medium dense to dense, Groundwater No groundwater or seepage was encountered in any of the borings drilled for this study, at least to the a maximum depth (41.5 feet). Furthermore, based on our experience in the area, groundwater lies approximately 60 feet below the ground surface, Faulting The geologic structure of the entire southern California area is dominated mainly by northwest-trending faults associated with the San Andreas system. Faults, such as the Newport-Inglewood, Whittier, Elsinore, San Jacinto and San Andreas, are major faults in this system and all are known to be active. In addition, the San Andreas, Elsinore and San Jacinto faults are known to have ruptured the ground surface in historic times, Based on our review of published and unpublished geotechnical maps and literature pertaining to site and regional geology, the closest active faults to the site are the l> ~ ~ I I i I I , , I I I t.. ~ I I , , I i , , I I - l' , I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N.241-01 Page 11 Wildomar branch of the Elsinore fault zone located approximately 4 miles to the west; the Wolf Valley branch of the Elsinore fault zone located 6 miles to the southwest; the Willard Branch of the Elsinore fault zone located 6,5 miles to the west; the Murrieta Hot Springs fault zone located approximately 6.5 miles to the north; and the San Jacinto fault located approximately 19 miles to the northeast. The most significant fault, with respect to anticipated ground motions at the site, is the Wildomar branch of the Elsinore fault zone, due to its proximity and large possible magnitude, No other active or potentially active faults project through or toward the site and the site does not lie within an Alquist-Priolo Earthquake Fault Rupture Hazard Zone. CONCLUSIONS AND RECOMMENDATIONS General From a soils engineering and engineering geologic point of view, the subject property is considered suitable for the proposed development, provided the following conclusions and recommendations are incorporated into the design criteria and project specifications. Earthwork General Earthwork and Grading Specifications All earthwork and grading should be performed in accordance with all applicable requirements of the Grading and Excavation Code and the Grading Manual of the City of Temecula and the County of Riverside, Califomia, in addition to the provisions of the 1997 UBC, including Appendix Chapter A33, Grading should also be performed in accordance with applicable provisions of the attached Standard \(P ~ ~ I I ~ ~. ~ ~ ~. ~ ~ I I I , I i ~ ~ I i I i I I i I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 IN. 241-01 Page 12 Grading Specifications (Appendix E) prepared by Petra, unless specifically revised or amended herein. Clearing and Grubbing All weeds, grasses, brush and shrubs in areas to be graded should be stripped and hauled offsite. During site grading, laborers should clear from fills any roots, tree branches and other deleterious materials missed during clearing and grubbing operations, Clearing operations should also include the removal of all trash and debris. The project soils engineer or his qualified representative should be notified at the appropriate times to provide observation and testing services during clearing operations to verify compliance with the above recommendations. In addition, should any buried structures or unusual or adverse soil conditions be encountered that are not described or anticipated herein should be brought to the immediate attention of the geotechnical consultant. Excavation Characteristics Based on the results of our exploratory borings and test pits, surficial soil deposits overlying bedrock (i,e., colluvium, alluvium and man-made fill) will be readily excavatable with conventional earthmoving equipment. Pauba formational bedrock materials are expected to be excavatable with moderate to heavy ripping. Groundwater Groundwater is not expected to be encountered during grading of the site; however, some seepage may locally be encountered during canyon cleanouts and possibly in the vicinity of the existing desilting basin located in the southern comer of the site. \\ ~ ~ I I I I I I I I I I I I I I: I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N,24l-0l Page 13 Ground Preparation - Fill Areas All existing low-density and potentially collapsible-soil materials, such as undocumented manmade fill, colluvium, alluvium, and highly weathered bedrock, should be removed to underlying competent bedrock from each area to receive compacted fill. Prior to placing structural fill, exposed bottom surfaces in each removal area should be scarified to a depth of at least 6 inches, watered or air-dried as necessary to achieve near optimum moisture conditions and then recompacted in-place to a minimum relative density of90 percent. Based on test pits, borings and laboratory testing, anticipated depths of removals are shown on the enclosed geotechnical maps (Plates I through 4), The anticipated removal depths vary from 2 to 15010 feet in the narrow canyon areas and from 15 to 35010 feet in the broad alluvial valley areas. Removals in the hillside areas are anticipated to be on the order of 2 to 5010 feet. However, actual depths and horizontal limits of removals will have to be determined during grading on the basis of in-grading observation and testing performed by the project soils engineer and/or engineering geologist. Canyon Subdrains Following cleanouts to competent bedrock, canyon subdrains should be installed along the axes of all major canyons and tributary areas where the depth of structural fill exceeds approximately 15 feet. Canyon subdrains will mitigate potential build-up of hydrostatic pressures below compacted fills due to infiltration of surface waters. Tentative recommended locations of the sub drains are shown on Plates 1 through 4; however, actual subdrain locations will have to be determined during grading. Typical construction details are shown on Plate SG-4 (Appendix E). \CO ~ ~ I I I I I I I I I I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N.24l-01 Page 14 Fill Placement All fill should be placed in 6- to S-inch thick-maximum lifts, watered or air-dried as necessary to achieve near optimum moisture conditions and then compacted in-place to a minimum relative compaction of 90 percent. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in accordance with ASTM Test Method D 1557-91. Where fills in excess of 50 feet are planned, fill materials placed at depths below 50 feet from finish grade should be compacted to a minimum relative compaction of95 percent. This will mitigate distress to structures and site improvements related to the effects oflong-term secondary settlement of the deep fills, as well as shorten the time span for primary settlement to occur, thus expediting the construction of utilities, road improvements and structures, Benching Compacted fills placed against canyon walls and on natural-slope surfaces inclining at 5: 1 (h:v) or greater should be placed on a series of level benches excavated into competent bedrock, Typical benching details are shown on Plates SG-3, SG-4, SG-5, SG-7 and SG-S (Appendix E). Import Soils for Grading All potential import materials should be free of deleterious/oversize materials, be LOW expansive and approved by the project geoteclmical consultant prior to being brought onsite, \'\ ~ ~ , , , I I , , , I i I I I I , , I I , ~' I I , I ! I I I i PACIFIC CENTURY HOMES TRs 23142 & 269411Temecula June 4,2001 J.N.241-01 Page 15 Processing of Cut Areas Where low-density surficial soil deposits (undocumented manmade fills, colluvium and alluvium) are not removed in their entirety in cut areas, these materials should be removed to competent bedrock and replaced as properly compacted fill. Cut/Fill Transition Lots To mitigate distress to residential structures related to the potential adverse effects of excessive differential settlement, cut/fill transitions should be eliminated from all building areas where the depth of fill placed within the "fill" portion exceeds proposed footing depths, This should be accomplished by overexcavating the "cut" portion and replacing the excavated materials as properly compacted fill. Recommended depths of overexcavation are given below. 1.......Di:pj~~f Fiji '.... ......1......... ... . ...... .. .Dcptl1ofOverexc;'v~tj~~ · ..' . ... ... .....1 Up to 5 feet Equal depth 5 to 10 feet 5 feet Greater than 10 feet One-half the thickness of fill placed on the "Fill" portion (10 feet maximum) Horizontal limits of overexcavation should extend beyond perimeter-building lines a distance equal to the depth of overexcavation or to a minimum distance of 5 feet, whichever is greater. Shallow FiIl-to-Deell-FiIl Lots To mitigate distress to residential structures related to the potential adverse effects of excessive differential settlement on fill lots underlain with substantial differences in compacted fill depths, the "shallow" fill portions should be overexcavated to maintain the minimum fill depths recommended in the preceding section. 1P tIj ~ ~ ~ I i I i I I ~, ~.' I I I I , , I I I I - , I ('. I 1 ~ II , I I I PACIFIC CENTURY HOMES TRs 23142 & 26941ffemecula June 4, 2001 J.N.241-01 Page 16 Cut Slopes Cut slopes planned throughout the development that expose Pauba formational bedrock are expected to be grossly stable to the maximum-planned height (50 feet) and at the maximum-planned inclination of2: I (h:v), However, in-grading observation of individual cut slopes will be required by the project engineering geologist to confirm favorable-geologic structure of the exposed bedrock, Should highly fractured bedrock, out-of-slope bedding, seepage or non-cemented-sand strata be observed, the cut slopes in question may require stabilization by means of a compacted buttress fill or stabilization fill. Fill Slopes Fill slopes constructed with onsite earth materials are expected to be grossly and surficially stable to the maximum planned height (70 feet) and the maximum planned inclination of 2: 1 (h:v), All fill slopes should be constructed in accordance with the following recommendations, A fill key excavated to a minimum depth of 2 feet into competent bedrock will be required at the base of all fill slopes proposed on natural ground surfaces inclining at 5:1 (h:v) or greater. The width of the fill key should equal one-half the slope height or 15 feet, whichever is greater. Typical fill-key construction details are shown on Plates SO-3 and SO-7 (Appendix E). To obtain proper compaction to the face of fill slopes, low-height fill slopes should be overfilled and backfilled during construction and then trimmed-back to the compacted inner core. Where this procedure is not practical for higher slopes, final surface compaction should be obtained by backrolling during constmction to achieve proper compaction to within 6 to 8 inches of the finish surface, followed by rolling with a cable-lowered sheepsfoot and grid roller. .f ~ I ; I I , i I I I I I l I i , , I I , I I ~ ~ - I' I I ~ I t ~ - PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N,241-01 Page 17 FiIl-Above-Cut Slopes Where fill-above-cut slopes are proposed, a 15-foot wide key excavated into competent bedrock should be constructed along the contact. The bottom of the key should be tilted-back into the slope at a minimum gradient of 2 percent. A typical section for construction of fill-above-cut slopes is shown on Plate SO-7 (Appendix E) The lower cut portion of the slope should be excavated to grade and observed by the project engineering geologist prior to constructing the fill portion, Geotechnical Observations An observation of clearing operations, removal of unsuitable-surficial materials, cut- and fill-slope construction and general grading procedures should be performed by the project geotechnical consultant. Fills should not be placed without prior approval from the geotechnical consultant. The project geotechnical consultant or his representative should be present onsite during all grading operations to verify proper placement and adequate compaction of fill, as well as to verifY compliance with the other recommendations presented herein. Shrinkage. Bulking and Subsidence Volumetric changes in earth quantities will occur when excavated onsite soil and bedrock materials are replaced as properly compacted fill. Following is an estimate of shrinkage and bulking factors for the various earth units present onsite, These estimates are based on in-place densities determined for the various materials and on the estimated average degree of relative compaction achieved during grading. . Artificial Fill (afu) .,...".....,.".,.'..""..",., Shrinkage 0 to 5% . Alluvium (Qal) . , , . . . . . , . . , . , . . , , . , ' . . . , , . , , . . ' , , Shrinkage 10 to 15% . Colluvium (Qoal) ....,.,.....".., , . . . , , . . , . . , , , ' Shrinkage 10 to 15% . Bedrock.......................................... Shrinkage 0 to 5% 1)/ tIi ~ I I I I I I I I I I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecu1a June 4,2001 J,N,241-01 Page 18 Subsidence from scarification and recompaction of exposed bottom surfaces in removal areas to receive fill is expected to vary from negligible to approximately 0.1 foot. The above estimates of shrinkage, bulking and subsidence are intended as an aid for proj ect engineers in determining earthwork quantities, However, these estimates should be used with some caution since they are not absolute values. Contingencies should be made for balancing earthwork quantities based on actual shrinkage and subsidence that occurs during the grading operations. Post-Grading Considerations Deep-Fill-Settlement Monitoring Canyon fills in excess of 50 feet in depth will require placement of settlement monuments, Monuments should be placed at the surface of the deep fills in order to monitor post-grading settlement and consolidation of the fill materials, Locations of settlement monuments should be determined during grading. Elevation readings of survey monuments should be made bi-weekly for the first 8 weeks and then monthly until observed settlement data indicates primary settlement has occurred and long-term secondary settlement will be within tolerable limits. Construction timing in areas of deep fill should be evaluated on a continuing basis, as survey data are available. As noted elsewhere, all fill placed 50 feet or greater below finish grade at 95 percent minimum relative compaction will expedite the consolidation of the soils and shorten the settlement monitoring period, 1)/ tt1 ~ .. I I I I I I I I I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N,241-01 Page 19 Slope Landscaping and Maintenance Adequate slope and pad drainage facilities are essential in the design of grading for the subject tract. An anticipated rainfall equivalency on the order of 60 to I OOI inches per year at the site can result due to irrigation, The overall stability of the graded slopes should not be adversely affected provided all drainage provisions are properly constructed and maintained thereafter and provided all engineered slopes are landscaped with a deep-rooted, drought-tolerant and maintenance-free plant species, as recommended by the project landscape architect. Additional comments and recommendations are presented below with respect to slope drainage, landscaping and irrigation, A discussion of pad drainage is given in a following seclion, The most common type of slope failure in hillside areas is the surficial type and usually involves the upper I to 6010 feet. For any given gradient, these surficial slope failures are generally caused by a wide variety of conditions, such as overwatering; cyclic changes in moisture content and density of slope soils from both seasonal and irrigation-induced wetting and drying; soil expansiveness; time lapse between slope construction and slope planting; type and spacing of plant materials used for slope protection; rainfall intensity; and/or lack of a proper maintenance program, Based on this discussion, the following recommendations are presented to mitigate potential surficial slope failures. . Proper drainage provisions for engineered slopes should consist of concrete terrace drains, downdrains and energy dissipaters (where required) constructed in accordance with the Grading and Excavation Code and the Grading Manual of the City of Temecula and the County of Riverside, California. Provisions should also be made for construction of compacted-earth berms along the tops of all engineered slopes. . All permanent engineered slopes should be landscaped as soon as practical at the completion of grading, As noted, the landscaping should consist of a deep-rooted, drought-tolerant and maintenance-free plant species. If landscaping cannot be .;-~ ~ I I I I - , ~... 1 , I 1 1 I I 1 , I I 1 I ~. I. I'.: I , I 1 I I I , PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N.241-01 Page 20 provided within a reasonable period oftime, jute matting (or equivalent) or a spray- on product designed to seal slope surfaces should be considered as a temporary measure to inhibit surface erosion until such time pennanent landscape plants have become well-established, . Irrigation systems should be installed on the engineered slopes and a watering program then implemented which maintains a uniforn1, near optimum moisture condition in the soils. Overwatering and subsequent saturation of the slope soils should be avoided, On the other hand, allowing the soils to dry-out is also detrimental to slope performance, . Irrigation systems should be constructed at the surface only, Construction of sprinkler lines in trenches should not be allowed without prior approval from the soils engineer and engineering geologist. . During construction of terrace drains and downdrains, care must be taken to avoid placement of loose soil on the slope surfaces, . A permanent slope-maintenance program should be initiated for major slopes not maintained by individual homeowners. Proper slope maintenance must include the care of drainage- and erosion-control provisions, rodent control and repair of leaking or damaged irrigation systems, . Provided the above recommendations are followed with respect to slope drainage, maintenance and landscaping, the potential for deep saturation of slope soils is considered very low. . Homeowners should be advised of the potential problems that can develop when drainage on the pads and slopes is altered in any way. Drainage can be altered due to the placement of fill and construction of garden walls, retaining walls, walkways, patios, swimming pool, spas and planters, Utility Trenches All utility-trench backfill within street right-of-ways, utility easements, under sidewalks, driveways and building-floor slabs, as well as within or in proximity to slopes should be compacted to a minimum relative density of 90 percent. Where onsite soils are utilized as backfill, mechanical compaction will be required, Density ~ ~ ~ I ; I I I I I I , , , , , I I , , I i I I , I I ~ PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N,241-01 Page 21 testing, along with probing, should be performed by the project soils engineer or his representative, to verify proper compaction, For deep trenches with vertical walls, backfill should be placed in approximately 1- to 2-foot thick maximum lifts and then mechanically compacted with a hydra-hammer, pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill materials should be placed in approximately 8- to 12-inch thick-maximum lifts and then compacted by rolling with a sheepsfoot tamper or similar equipment. As an alternate for shallow trenches where pipe may be damaged by mechanical compaction equipment, such as under building-floor slabs, imported clean sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place, No specific relative compaction will be required; however, inspection, probing and, if deemed necessary, testing should be performed, To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported sand bedding should be placed at least I foot above all pipe in areas where excavated trench materials contain significant cobbles. Sand-bedding materials should be thoroughly jetted prior to placement of backfilL Where utility trenches are proposed parallel to any building footing (interior and/or exterior trenches), the bottom of the trench should not be located within a 1:1 (h:v) plane projected downward from the outside bottom edge of the adjacent footing. Site Drainage Positive-drainage devices, such as sloping sidewalks, graded-swales and/or area drains, should be provided around each building to collect and direct all water away from the structures, Neither rain nor excess irrigation water should be allowed to collect or pond against building foundations, Roof gutters and downspouts may be required on lk> ~ ~ I i I I , I ! I I , I I J \ I I I I I I , I I I I I ~.., I I I I I L ~. I! PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N,241-01 Page 22 the sides of buildings where yard-drainage devices cannot be provided and/or where roof drainage is directed onto adjacent slopes, All drainage should be directed to adjacent driveways, adjacent streets or storm-drain facilities. Sewage-Disposal Feasibility (Tract 26941) Based on the results of the five percolation tests conducted at random locations, as well as our observation ofthe soil and bedrock conditions encountered in the adjacent 15-foot deep exploratory test pits, construction of onsite sewage-disposal systems within Tract 26941 is considered feasible from a geotechnical point of view, Although one percolation test resulted in an unacceptable percolation rate, there should be sufficient suitable area within each of the estate lots to support a private sewage- disposal system that will conform with the current codes and standards of the Riverside County Department of Environmental Health, A detailed study involving deep exploration and percolation testing will be required within each lot to determine the most suitable areas for construction of leach lines. Seismic Design Considerations Ground Motions Structures within the site should be designed and constructed to resist the effects of seismic ground motions as provided in Sections 1626 through 1633 of the 1997 UBC. The method of design is dependent on the seismic zoning, site characteristics, occupancy category, building configuration, type of structural system and on the building height. For structural design in accordance with the 1997 UBC, a computer program developed by Thomas F. Blake (UBCSEIS, 1999) was used that compiles fault information for a particular site using a modified version of a data file of 1)- tt1 ~ I I I I I I I I I . . . . . . '. . I . PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4,2001 J,N,241-01 Page 23 approximately 183 California faults that were digitized by the California Department of Mines and Geology and the U.S. Geological Survey. This program computes various information for a particular site including the distance of the site from each of the faults in the data file, the estimated slip-rate for each fault and the "maximum moment magnitude" of each fault. The progran1 then selects the closest Type A, Type B and Type C faults from the site and computes the seismic design coefficients for each of the fault types, The program then selects the largest of the computed seismic design coefficients and designates these as the design coefficients for the subject site, Based on our evaluation and fault investigation, the Wildomar branch of the Elsinore fault zone, which exists 4 miles west of the site, would probably generate the most severe site ground motions with an anticipated maximum moment magnitude of 6.8 and anticipated slip rate of 5,0 mm/year. The following 1997 UBC seismic design coefficients should be used for the proposed structures. These criteria are based on the soil profile type as determined by existing subsurface geologic conditions, On the proximity of the Wildomar fault and on the maximum moment magnitude and slip rate. I UBCJ997 TABLE. I FACTOR I 16-1 Seismic Zone Factor Z OAO 16-J Soil Profile Type SD 16-Q Seismic Coefficient Ca 0.44N, = 0.44 16-R Seismic Coefficient Cv O,64N, ~ 0.77 16-S Near-Source Factor Na 1.0 16-T Near-Source Factor Nv 1.2 16-U Seismic Source Type B 1J6 1tA ~ I I - , I ! I i I I I ! I I , I I I I I t I i I I I I I i I ! I I I I I i PACIFIC CENTURY HOMES TRs 23142 & 269411Temecu1a June 4,2001 IN. 241-01 Page 24 Secondary Effects of Seismic Activitv Secondary effects of seismic activity normally considered as possible hazards to a site include several types of ground failure, as well as induced flooding, Various general types of ground failures which might occur as a consequence of severe ground shaking at the site include landsliding, ground subsidence, ground lurching, shallow-ground rupmre and liquefaction, The probability of occurrence of each type of ground failure depends on the severity of the earthquake, distance from faults, topography, subsoils and groundwater conditions, in addition to other factors, However, all of the above secondary effects of seismic activity are considered unlikely at the site, Seismically induced flooding which might be considered a potential hazard to a site normally includes flooding due to a tsunamis (seismic sea wave), a seiche (i.e" a wave-like oscillation of the surface of water in an enclosed basin that may be initiated by a strong earthquake) or failure of a major reservoir or retention structur e upstream of the site, Since the site is located nearly 25 miles inland from the nearest coastline of the Pacific Ocean at an elevation in excess of 1000 feet above mean sea level, the potential for seismically induced flooding due to a tsunamis run- up is considered nonexistent. Since no enclosed bodies of water lie adjacent to the site, the potential for induced flooding at the site due to a seiche is also considered nonexistent. Effects of Proposed Grading on Adiacent Properties Proposed grading is not expected to impact or effect properties to the west, north and east. However, grading operations along the southern boundary of the site ma y have a minor impact on the existing development to the south as the grading is tied in. 1A. ~ ~ I I I , , I , I ! I i I , l" I ! I , I I , . I I , , I I I (' I i I I I ! I ! .' ! PACIFIC CENTURY HOMES TRs 23142 & 26941ITemecula June 4, 200 I J,N.241-01 Page 25 Tentative Foundation-Design Recommendations General Provided site grading is performed in accordance with the recommendations of this report, conventional shallow foundations are considered feasible for support of the proposed residential structures. Tentative foundation recommendations are provided herein, However, these recommendations may require modification depending on as-graded conditions existing within the building sites upon completion of grading. Allowable-Bearing Values An allowable-bearing value of 1,500 pounds per square foot (pst) may be used for 24-inch-square pad footings and 12-inch-wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade, This val ue may be increased by 20 percent for each additional foot of width or depth, to a maximum value of 2,500 psf. Recommended allowable-bearing values include both dead and live loads and may be increased by one-third for short-duration wind and seismic forces, Settlement Based on the general settlement characteristics of the compacted fill and in-situ bedrock, as well as the anticipated loading, it has been estimated that the maximum total settlement of conventional footings will be less than approximately 1 inch. Differential settlement is expected to be about one-half the total settlement. It is anticipated that the majority of the settlement will occur during construction or short! y thereafter as building loads are applied. The above settlement estimates are based on the assumption that the grading will be performed in accordance with the grading recommendations presented in this report '!P ~ ~ I ! ~ ~ I ! I i ~ I i I I I I i I , I ! I I I ! I I' I ! I I ! PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N.241-01 Page 26 and that the project geotechnical consultant will observe or test the soil conditions in the footing excavations, Lateral Resistance A passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to determine lateral-bearing resistance for footings, In addition, a coefficient of friction of 0,35 times the dead-load forces may be used between concrete and the supporting soils to determine lateral sliding resistance, The above values may be increased by one-third when designing for short-duration wind or seismic forces, The above values are based on footings placed directly against compacted fill, In the case where footing sides are formed, all backfill placed against the footings should be compacted to at least 90 percent of maximum dry density, Footing Setbacks From Descendin~ Slopes . Fill Slopes -- Where residential structures are proposed near the tops of descending compacted fill slopes, the footing setbacks from the slope face'should conform with 1997 UBC Figure 18-1-1. The required minimum setback is H/3 (one-third the slope height) measured along a horizontal line projected from the lower outside face of the footing to the slope face, The footing setbacks should be 5 feet minimum where the slope height is 15 feet or less and vary up to 40 feet maximum where the slope height exceeds 15 feet. . Cut Slopes -- Where residential structures are proposed near the tops of descending cut slopes composed of sound bedrock materials, the footing setbacks from the slope face should also generally conform with 1997 UBC Figure 18-1-1; however, the maximum footing setback may be reduced to 15 feet in-lieu of 40 feet where the slope height exceeds 15 feet. I, I Ii ) , "?\ ~ ~ I I I I I , I ! 1 I I L. , I I I f , I I I I I I I i , I I I t I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N,241-01 Page 27 Building Clearances From Ascending Slopes Building setbacks from ascending cut and fill slopes should conform with 1997 UBC Figure 18-1-1 that requires a building clearance of H/2 (one-half the slope height) varying from 5 feet minimum to 15 feet maximum, The building clearance is measured along a horizontal line projected from the toe of the slope to the face of the building. A retaining wall may be constructed at the base of the slope to achieve the required building clearance. Footing Observations All building-footing trenches should be observed by the project geotechnical consultant to verify that they have been excavated into competent bearing soils or bedrock, The foundation excavations should be observed prior to the placement of forms, reinforcement or concrete, The excavations should be trimmed neat, level and square. All loose, sloughed or moisture-softened soil should be removed prior to concrete placement. Excavated materials from footing excavations should not be placed in slab-an-grade areas unless the soils are compacted to at least 90 percent of maximum dry density. Expansive Soil Considerations Results of preliminary laboratory tests indicate onsite soil and bedrock materials exhibit expansion potentials varying from VERY LOW to HIGH as classified in accordance with 1997 UBC Table 18-1-B. Therefore, expansive soil conditions will be have to be evaluated for individual lots during and at the completion of rough grading. The design and construction details that follow may be tentatively considered for conventional footings and floor slabs depending on the soil expansion potential. However, it should be noted that additional slab thickness, footing sizes ~ ~ ~ I I , , I I I I I I I I , I I I I " I I I , I I I , PACIFIC CENTURY HOMES TRs 23142 & 2694I/Temecula June 4,2001 J.N,241-01 Page 28 and/or reinforcement more stringent than the minimum recommendations that follow should be provided as recommended by the project architect or structural engineer. The 1997 UBC specifies that slab-on-grade foundations (floor slabs) resting on soils with an expansion index greater than 20 require special design considerations in accordance with 1997 UBC Section 1815. The design procedures outlined in Section 1815 are based on the effective plasticity index of the different soil layers existing within the upper 15 feet of the building site. Therefore, plasticity indices of the foundation soils existing within 15 feet of finish grade will have to be determined during grading on lots where the soils exhibit a LOW, MEDIUM and/or HIGH expansion potential. However, for preliminary design purposes, the following effective plasticity indices may be initially considered depending on the expansion potential of the foundation soils, Based on our experience with expansive soils, the following plasticity index values generally represent an average condition and will require confirmation during grading, . LOW Expansion Potential - Effective Plasticity Index 15 . MEDIUM Expansion Potential - Effective Plasticity Index 20 . HIGH Expansion Potential - Effective Plasticity Index 35 Very Low Expansion Potential (Expansion Index of 20 or less) . Footings Exterior continuous footings may be founded at the minimum depths indicated in 1997 UBC Table 18-1-C (i,e. 12-inch minimum depth for one-story and 18- inch minimum depth for two-story construction), Interior continuous footings for both one- and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous foo tings should have a minimum width of 12 and 15 inches for one- and two-story buildings, respectively and should be reinforced with two No.4 bars, one top and one bottom. ~ ~ ~ I I I ! I I I , I , I I to I I I i I ; I ! - , I , I I I I r". I , I I , 1\ ! 1\ ! PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N,241-01 Page 29 Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. No special reinforcement of the pad footings will be required, . Floor Slabs - Living-area concrete-floor slabs should be 4 inches thick and reinforced with either 6-inch by 6-inch, No.6 by No, 6 welded-wire mesh (6x6-W2,9xW2.9) or with No.3 bars spaced a maximum of 24 inches on center, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-depth. - Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete, _ Garage-floor slabs should be 4 inches thick and should be reinforced in a similar manner as living-area floor slabs, Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch-minimum, felt expansion-joint materials and quartered with weakened-plane joints, A 12-inch-wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade beam should be reinforced with a minimum of two No, 4 bars, one top and one bottom. - Prior to placing concrete, the subgrade soils below all concrete slab-on-grade should be prewatered to promote uniform curing of the concrete and minimize the development of shrinkage cracks. Low Expansion Potential (Expansion Index of 21 to 50) . Footings Exterior continuous footings may be founded at the minimum depths indicated . in 1997 UBC Table I8-I-C (i.e" 12-inch minimum depth for one-story and I8-inch minimum depth for two-story construction). Interior continuous ~, tti ~ I I - , ~ ~ I I , I I ,. - I i I ! I I I , , ~ I, L I 1::- I I I Ii , Ii ! .' I II , i PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N.241-01 Page 30 footings for both one- and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent grade, All continuous footings should have a minimum width of 12 and 15 inches, for one- and two- story buildings, respectively and should be reinforced with two No.4 bars, one top and one bottom, - Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade, The pad footings should be reinforced with NO.4 bars spaced a maximum of 18 inches on centers, both ways, near the bottom-third of the footings. . Floor Slabs The project architect or structural engineer should evaluate minimum floor- slab thickness and reinforcement in accordance with 1997 UBC Section 1815 based on a preliminary effective plasticity index of 15. Unless a more stringent design is reconunended by the architect or the structural engineer, we reconunend a minimum slab thickness of 4 inches for both living-area and garage-floor slabs and reinforcing consisting of either 6-inch by 6-inch, No. 6 by No.6 welded-wire mesh (6x6-W2.9xW2.9) or No, 3 bars spaced a maximum of 18 inches on centers, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near. mid-height. - Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promo te uniform curing of the concrete. - Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch-minimum, felt expansion-joint materials and quartered with weakened-plane joints. A 12- inch-wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade beam should be reinforced with a minimum of two No.4 bars, one top and one bottom, - Prior to placing concrete, the subgrade soils below all living-area and garage- floor slabs should be pre-watered to achieve a moisture content that is at least ~ ~ ~ ~ I , I I I I I I ~'" I ! I I I I I I I ! I I I i I I I i I ! I I [ Ii I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N.241-01 Page 31 equal to or slightly greater than optimum-moisture content. This moisture content should penetrate to a minimum depth of 12 inches into the subgrade soils. Medium Expansion Potential (Expansion Index of 51 to 90) . Footings Exterior continuous footings for both one- and two-story construction should be founded at a minimum depth of 18 inches below the lowest adjacent final grade. Interior continuous footings may be founded at a minimum depth of 12 inches below the lowest adjacent grade for both one- and two-story construction, All continuous footings should have a minimum width of 12 and 15 inches, for one- and two-story buildings, respectively and should be reinforced with two No, 4 bars, one top and one bottom, Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced . with No, 4 bars spaced a maximum of 18 inches on centers, both ways, near the bottom one-third of the footings, . Floor Slabs The project architect or structural engineer should evaluate minimum floor- slab thickness and reinforcement in accordance with 1997 UBe Section 1815 based on a preliminary effective plasticity index of 20, Unless a more stringent design is reconunended by the architect or the structural engineer, we reconunend a minimum slab thickness of 4 inches for both living-area and garage-floor slabs and reinforcing consisting of No. 3 bars spaced a maximum of 18 inches on centers, both ways, All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-height. - Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete, ~ ~ ~ I I I I I ! I I ! I ! I I I ! I I I I I I I I - , I [ I ! I I I I I ! PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 IN. 241-01 Page 32 - Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch-minimum, felt expansion-joint materials and quartered with weakened-plane joints. A 12- inch-wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade beam should be reinforced with a minimum of two No, 4 bars, one top and one bottom, - Prior to placing concrete, the subgrade soils below all living-area and garage- floor slabs should be pre-watered to achieve a moisture content that is 5 percent or greater than optimum-moisture content. This moisture content should penetrate to a minimum depth of 18 inches into the subgrade soils, High Expansion Potential (Expansion Index of 91 to 130) . Footings All exterior footings for both one- and two-story construction should be founded a minimum depth of 24-inches below the lowest adjacent final grade. Interior continuous footings may founded at a minimum depth of 18 inches below the lowest adjacent final grade. All continuous footings should have a minimum width of 12 and 15 inches, for one- and two-story buildings, respectively and should be reinforced with four No, 4 bars, two top and two bottom. - Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 24 inches below the lowest adjacent final grade, The pad footings should be reinforced with No, 4 bars spaced a maximum of 18 inches on centers, both ways, near the bottom-third of the footings. . Floor Slabs - The project architect or structural engineer should evaluate minimum floor- slab thickness and reinforcement in accordance with 1997 UBC Section 1815 based on a preliminary effective plasticity index of 35. Unless a more stringent design is recommended by the architect or the structural engineer, we recommend a minimum slab thickness of 5 inches for both living area and garage floor slabs and reinforcing consisting of NO.3 bars spaced a maximum of 18 inches on centers, both ways. All slab reinforcement should be ~ ~ ~ ~ I I I I 1 , , I ( ~ - I i I ; , - , I ! ~ ~ I r' 1 I - I, ! Ii I Ii I PACIFIC CENTURY HOMES TRs 23142 & 269411Temecula June 4,2001 J,N,241-01 Page 33 supported on concrete chairs or bricks to ensure the desired placement near mid-height. - Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or equivalent placed on top of a 4-inch thick sand or gravel base. All laps within the membrane should be sealed and an additional 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete, - Garage-floor slabs should have a minimum slab thickness of 5 inches on a 4- inch thick sand base and should be reinforced in a similar malUler as living- area floor slabs, Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch- minimum, felt expansion-joint materials and quartered with weakened-plane joints, A 12-inch-wide by 24-inch-deep grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade beam should be reinforced with a minimum of four No, 4 bars, two top and two bottom, - Prior to placing concrete, the subgrade soils below all living-area and garage- floor slabs should be presoaked to achieve a moisture content that is 5 percen t or greater above optimum moisture content. This moisture content should penetrate to a minimum depth of 24 inches into the subgrade soils, Presaturation of the sub grade soils will promote uniform curing of the concrete and minimize the development of shrinkage cracks. Post-Tensioning In lieu of the preceding recommendations for medium- or highly expansive soils, a post-tensioned system may be considered. The actual design of post-tensioned footings and slabs is referred to the project structural engineer. To assist the structural engineer in his design, the following parameters are recommended, . Perimeter footings for either one- or two-story dwellings may be founded at a minimum depth of 12 inches below the nearest adjacent final-ground surface. ~ ~ I , , I i , I I I I I I I I I I I I I , I I I L , I' I ! I ; I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecu1a June 4, 2001 J,N.241-01 Page 34 Interior footings may be founded at a minimum depth of 12 inches below the top of the finish-floor slab. . All dwelling-area-floor slabs constructed on-grade should be underlain with a moisture-vapor barrier consisting of a polyvinyl-chloride membrane, such as 6- mil visqueen, A minimum of 1 inch of clean sand should be placed over the membrane to promote uniform curing of the concrete. . Presaturation of subgrade soils below slabs-on-grade will not be required. However, subgrade soils should be thoroughly moistened prior to placing concrete, Retaining Walls Footing Embedments The base of retaining-wall footings constructed on level ground may be founded at a minimum depth of 12 inches below the lowest adjacent final grade, Where retaining walls are proposed on or within 15 feet from the top of any adjacent descending fill slope, the footings should be deepened such that a minimum horizontal clearance of 15 feet is maintained between the outside bottom edges of the footings and the face of tbe slope. This horizontal structural setback may be reduced to 10 feet where footings are constructed near the tops of descending cut slopes. The above recommended minimum footing setbacks are preliminary and may require revision based on site-specific soil and/or bedrock conditions. All footing trenches should be observed by the project geotechnical representative to verify that the footing trenches have been excavated into competent-bearing soils and/or bedrock and to the minimum embedments recommended above, These observations should be performed prior to placing forms or reinforcing steel. tIl' ~ I I i I i I I i I I I \ I , I I I I i I ! I t ~ ~ I I II Ii ! PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4,2001 IN. 241-01 Page 35 Active and At-Rest Earth Pressures Active and at-rest lateral earth pressures for design of retaining walls will be dependent on the physical and engineering characteristics of the soils used for backfill. Therefore, specific retaining-wall design recommendations should be prepared at the completion of grading. However, the following values may be considered for preliminary design purposes. . Backfill Soils Comprised of Non-Expansive or Slightly Expansive Soils - Where the backfill soils exhibit a Very Low or Low expansion potential, cantilevered walls retaining a level backfill should be tentatively designed to resist an active earth pressure equivalent to a fluid having a density of 35 pounds per cubic foot (pct), Where the backfill slopes upward at 2: I (h:v), cantilevered retaining walls should be designed using an active earth pressure of 52 pcf. For walls that are restrained at the top, at-rest earth pressures of 53 and 78 pef (equivalent fluid pressures) should be used for walls supporting a level backfill and ascending 2: I (h:v) backfill, respectively. The above active and at-rest lateral earth pressures are based on a well-drained backfill. All walls should also be designed to support any adjacent structural surcharge loads imposed by other nearby walls or footings in addition to the above active and at-rest earth pressures, . Backfill Soils Comprised of Moderately to Highly Expansive Soils - Where the backfill soils exhibit a Medium or High expansion potential, cantilevered walls retaining a level backfill should be tentatively designed to resist an active earth pressure equivalent to a fluid having a density of 50 pounds pef. Where the backfill slopes upward at 2: 1 (h:v), cantilevered retaining walls should be designed using an active earth pressure of 87 pef. For walls that are restrained at the top, at-rest earth pressures of 75 and 125 pcf (equivalent fluid pressures) should be used for walls supporting a level backfill and ascending 2: 1 (h:v) backfill, respectively, The above active and at-rest lateral earth pressures for the above expansive soil conditions are also based on a well-drained backfill. In addition, all walls should be designed to support any adjacent structural surcharge loads, ~bp ~ ~ I I I I I i ~.. ~ , I ~ I I ~ I I ~ - " . I I I I , ~ PACIFIC CENTURY HOMES TRs 23142 & 269411Temecula June 4, 2001 J,N,241-01 Page 36 . Imported Sand or Pea Gravel Used For Wall Backfill - Imported clean sand exhibiting a sand equivalent value of 30 or greater or pea gravel may be used for wall backfill to reduce the lateral earth pressures provided the sand or pea-gravel backfill materials extend behind the walls a minimum horizontal distance equal to one-half the wall height. In addition, the sand or pea-gravel backfill materials should extend behind the walls a minimum horizontal distance of2 feet at the base of the walls or to a horizontal distance equal to the heel width of the footing, whichever is greater. For this condition, active earth pressures of 30 and 41 pcf (equivalent fluid pressures) may be used for walls supporting a level backfill and ascending 2: I (h:v) backfill, respectively, For walls that are restrained at the top, at-rest earth pressure of 45 and 62 pcf may be used for a level backfill and ascending 2: 1 (h:v) backfill, respectively.. These values are also based on a well- drained level backfill. Furthermore, as with native soil backfill, the walls should also be designed to support any adjacent structural surcharge loads, Drainage Weepholes or open vertical masonry joints should be provided in retaining walls to prevent entrapment of water in the backfill. Weepholes, if used, should be 3 inches in minimum diameter and provided at minimum intervals of 6 feet along the wall, Open vertical masonry joints, if used, should be provided at 32-inch-minimum intervals. A continuous gravel fill, 12 inches by 12 inches, should be placed behind the weepholes or open masonry joints. The gravel should be wrapped in filter fabric to prevent infiltration of fines and subsequent clogging of the gravel. Filter fabric may consist of Mirafi 140N or equal. In lieu of weepholes or open joints, a perforated pipe-and-gravel subdrain may be used. Perforated pipe should consist of 4-inch-minimum diameter pve Schedule 40 or ABS SDR-35, with the perforations laid down, The pipe should be embedded in 1.5 cubic feet per foot of 0.75- or 1.5-inch open-graded gravel wrapped in filter fabric, Filter fabric may consist of Mirafi 140N or equal. A,\ ~ ~ I I - I I I I I I; I I ~ I , I I , , I i I I ~ ~.... I , I I, 'I: PACIFIC CENTURY HOMES TRs 23142 & 269411Temecula June 4,2001 J.N.241-0I Page 37 The outside portions of retaining walls supporting backfill should be coated with an approved waterproofing compound to inhibit infiltration of moisture through the walls, Temporary Excavations To facilitate retaining-wall construction, the lower 5 feet of temporary slopes may be cut vertical and the upper portions exceeding a height of 5 feet should be cut bac k at a maximum gradient of I: 1 (h:v) for the duration of construction. However, all temporary slopes should be observed by the project soils engineer for any evidence of potential instability. Depending on the results of these observations, flatter slopes may be necessary, The potential effects of various parameters such as weather, heavy equipment travel, storage near the tops of the temporary excavations and construction scheduling should also be considered in the stability of temporary slopes, Wall Backfill All retaining-wall backfill should be placed in 6- to 8-inch-maximum lifts, watered or air-dried as necessary to achieve near optimum moisture conditions and compacted in place to a minimum relative compaction of 90 percent. Masonry Garden Walls Construction on or Near the Tops of Descending Slopes II I Continuous footings for masonry garden walls proposed on or within 7 feet from the top of any descending cut or fill slope should be deepened such that a minimum horizontal clearance of 7 feet is maintained between the outside bottom edge of the footing and the slope face, The footings should be reinforced with a minimum of two No, 4 bars, one top and one bottom. Plans for any top-of-slope garden walls I. I , b,1/ ~ ~ I I I I I ~" ~ I I , I I I I ~ ~, I i I I I I i PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N.241-01 Page 38 proposmg pier and grade-beam footings should be reviewed by the project geotechnical consultant prior to construction. Construction on Level Ground Where masonry walls are proposed on level ground and at least 7 feet from the tops of descending slopes, the footings for these walls may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. These footings should also be reinforced with a minimum of two No, 4 bars, one top and one bottom. Construction Joints In order to mitigate the potential for unsightly cracking related to the effects of differential settlement, positive separations (construction joints) should be provided in the walls at horizontal intervals of approximately 25 feet and at each corner. The separations should be provided in the blocks only and not extend through the footings. The footings should be placed monolithically with continuous rebars to serve as effective "grade beams" along the full lengths of the walls. Concrete F1atwork Thickness and Joint S\laclng Long-term performance of concrete flatwork will be affected by the expansion potential of the supporting sub grade soils, Therefore, soil expansion potentials should be evaluated on a lot-by-Iot basis at the completion of rough grading. Depending on the soil expansion characteristics, we present the following recommendations to minimize cracking of concrete flatwork and/or the potential for differential movement (heaving), VerY Low and Low Expansion Potential- Concrete sidewalks, patio-type slabs and concrete subslabs to be covered with decorative pavers should be at least 3.5 I>ot.'b tIi ~ , I I I I , , I I. I I I I , I I I I ~ ~.'. I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4,2001 J,N.241-01 Page 39 inches thick and provided with construction joints or expansion joints every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick and provided with construction joints or expansion joints every 10 feet or less, . Medium Expansion Potential- Concrete sidewalks, patio-type slabs and concrete subs labs to be covered with decorative pavers should be at least 4 inches thick and provided with construction joints or expansion joints every 6 feet or less, Concrete driveway slabs should be at least 5 inches thick and provided with construction joints or expansion joints every 10 feet or less. Consideration should be given to reinforcing all concrete patio-type slabs, driveways and sidewalks greater than 5 feet in width with 6-inch by 6-inch, No.1 0 by No. 10 welded-wire fabric or with No, 3 bars spaced 24 inches on centers, both ways, The reinforcement should be positioned near the middle of the slabs by means of concrete chairs, High Expansion Potential - Concrete sidewalks, patio-type slabs and concrete subs labs to be covered with decorative pavers should be at least 4 inches thick and provided with construction joints or expansion joints every 6 feet or less. Concrete driveway slabs should be at least 6 inches thick and provided with construction joints or expansion joints every 10 feet or less, Consideration should be given to reinforcing all concrete patio-type slabs, driveways and sidewalks greater than 5 feet in width with No.3 bars spaced 18 inches on centers, both ways. The reinforcement should be positioned near the middle of the slabs by means of concrete chairs or brick, Edge Beams For Medium and High expansion potentials, edge beams (thickened edges) should be considered for the perimeter edges of concrete flatwork bordered by landscaping. Edge beams, ifused, should be 6 to 8 inches wide, extend 8 inches below the tops of the finish slab surfaces and be reinforced with a minimum of two No.4 bars, one top and one bottom. Edge beams are not mandatory; however, their inclusion in flatwork constlUction adjacent to landscaped areas will significantly reduce the potential for vertical and horizontal movements and subsequent cracking of the flatwork related to M.. tIJ ~ I I I I I I I I I I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecu1a June 4,2001 J.N.241-01 Page 40 the effects of high uplift forces that can develop in moderately and highly expansive soils, Subgrade Preparation As a further measure to minimize cracking of concrete flatwork, the subgrade soils should first be compacted to a minimum relative compaction of 90 percent and then thoroughly wetted to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture should extend to a depth of 12 inches below subgrade and maintained in the soils during placement of concrete, Pre-watering of the soils will promote uniform curing of the concrete and minimize the development of shrinkage cracks. A representative of the project geotechnical consultant should observe and verify the density and moisture content of the soils and the depth of moisture penetration prior to placing concrete. Soluble Sulfates Based on Petra's experience on nearby grading projects with similar soil and bedrock conditions, the soils that will exist at finish grades are anticipated to contain negligible soluble-sulfate contents and the use of Type II cement in concrete should be acceptable, However, during and at the completion of rough grading, soluble- sulfate contents should be determined for soils existing at or near finish grades to confirm this anticipated condition. Planters Area drains should be extended into all planters that are located within 5 feet of building walls, foundations, retaining walls and masonry-block garden walls to minimize excessive infiltration of water into the adjacent foundation soils, The surface of the ground in these areas should also be sloped at a minimum gradient of 2 percent away from the walls and foundations. Drip-irrigation systems are also ~ tt1 ~ I I I I I I I I I I I I I I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J.N,241-01 Page 41 recommended to prevent overwatering and subsequent saturation of the adjacent foundation soils. GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Pacific Century Homes to assist the project engineer and architect in the design of the proposed development. It is recommended that Petra be engaged to review the final-design drawings and specifications prior to construction, This is to verify that the recommendations contained in this report have been properly interpreted and are incorporated into the project specifications, If Petra is not accorded the opportunity to review these documents, we can take no responsibility for misinterpretation of our recommendations. We recommend that Petra be retained to provide soil-engineering services during construction of the excavation and foundation phases of the work, This is to observe compliance with the design, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. If the project plans change significantly (e.g" building loads or type of structures), we should be retained to review our original design recommendations and their applicability to the revised construction, If conditions are encountered during construction that appear to be different than those indicated in this report, this office should be notified immediately. Design and construction revisions may be required, No ~ ~ I I I I I I I t, I I I I I i I I I ; I I t I , , , I I i I I I I I I PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4,2001 J.N,241-01 Page 42 INVESTIGATION LIMITATIONS This report is based on the project, as described and the geotechnical data obtained from the field tests performed at the locations indicated on the plan, The materials encountered on the project site and utilized in our laboratory investigation are believed representative of the total area. However, soils can vary in characteristics between excavations, both laterally and vertically. The conclusions and opinions contained in this report are based on the results 0 f the described geotechnical evaluations and represent our best professional judgement. The findings, conclusions and opinions contained in this report are to be considered tentative only and subject to confirmation by the undersigned during the construction process, Without this confirmation, this report is to be considered incomplete and Petra or the undersigned professionals assume no responsibility for its use, In addition, this report should be reviewed and updated after a period of 1 year or if the site ownership or project concept changes from that described herein. This report has not been prepared for use by parties or projects other than those named or described above. It may not contain sufficient information for other panies or other purposes, bv~ ~ ~ I I I , I I I i I I, I I I I I I I I I I I I I L ,: I ! I I I I ( PACIFIC CENTURY HOMES TRs 23142 & 26941/Temecula June 4, 2001 J,N,24l-0l Page 43 The professional opinions contained herein have been derived in accordance with current standards of practice and no warranty is expressed or implied. Respectfully submitted, ~ ICB/RJF/MB/keb ~ ~ ~ I I I I I ~, I ! I , I I I I I I l I i I I I I: Ii I ~;~I:='"k'~';('2,ftr'~~';'~'~~::~~' , ~': ~:_': ~,~\:C: r'. "_.,_':" ,'_>,/ -~',.;ij /",.'c~ (",,/ t ,,',:>, -" ""_"j,.,__-~,:~_.~:--",~,::",: ~ '~~:~:~~-\-.- "j":;;:~"'~Ji~~:,,''''<,< , '~:::':', ./ :~s:5'[::~:<.j , "" ", '" ,"'" . , ''';, v ,~(,. n. . 9 d,~~'<;'{};~i;.:LC~(';\2~"nP c .h. .:-:>~- ,<t'~~:-.Q,O_f..~{2,;~~~~-" ~~,. ".../ (C'~'-::;:";':':i;::;:' " ...,..,., ::::iO;:,~.~. ._\ ' '. rc., ~ ,'-;~:,..-.::~~ ~ __~'/ "c-;., ,'~.___ I."' _ ' "'WiOdmill . ,':,/ " ".. /' ,,~ -<y,,:; " ? \ '. '>':i;~~,~, - "; " ':0:' ./ .,.,..._"_/:,,'~~;:~:'~ <:ic"'", .: 'n ,,) n~~!$r~.r(:1.~ .. , ,." ..",9' "'!'f('cY:C.' , , . ,/:r'€t;~ '~.u ;;;;c~rt~~j:;T~!(~;; "n -.~,_'0"'L~$~c;j'~(:'~\t<i ~,~.\.'~.,_,.:,..,,!~;//IjJj': ",\ }:~)(~:/?' .: ~!,\" " , ," '" .. Ij'c. r 'c/- -- " " ;:::- rJ L, 'S,:'-" '..-..' \" ,c;:,j/,~i\: " I>::.:',,,~~,~ ;~;:-' ~J~I.~~: ...',' -'>'''',r , \ ' "j", "I, ("'" (- ~'\" (',' ,;,{? ;;:":i.f:': ';;:':/";~'f,'\~; ,,'~A:\;\:I~~: '~-;;::J.".~,c ,r'-'", .""',', ""-(r""'1', _ , cr;-f., ,~. \.~~~::-/t.~'i<, :";~ ,:, ,l )' .. --. /::j: ~ f/(:' -,x J.; ":.-- --/. ' ", V\JGJ'~ r/ c!-(?<~J\' :~~ " c:.:. ;'\;:' ,,! -:..')'- ,,::;1 ; i ~'-)':::-'.')i>~~):!ff;' ~~.:r "~'~8f c -" '/ ,~\.,,(~ "': \~\~\:;/~b=;~--O~-=L- ___ -. ,/ ..J- -1~ j",' ',' '-"-I-'''-.~ ',--' ,.J'~""_':(', '. '\'-'r~'-;;"'-"~,n"', v , ,', ~ r',J1 ~ , ~ /-~, '-- /_I~ 'A' " _, ~'__O",<" ", "--/ \_ _, , :,-,.,~.) , ,0 ~~;}// '--:- .~~~.~' ~\ -Z:Y2 1\ ~~""~,>~(i0'(;:\':~'':,-~,~, (/ t.- " -~ ,''0 ,.--..-- \.....- ----/ -- - ~\ ,'" _...' C I --- - r;::s~P_\ 0 'I L_ ---"Y,,~ .,"-::.... ~ _;..\'(\.-..~ ) II \ " "" oJ" "/.-', "'" '0 r,' 'p _,I ,.v" // \.- <\' ,,;"'-' ~-~;:;~;C:{:-;;;f.n "c_"if't < [;-> _,,'" ,:?f':(~:: \1Jj -:~/ ~. i" \.-_ ", "',- r' 'O-,~:.:t~'--,-; r~..::--, '-, " _~, , b, ,~,,,-r;, "" '^ cc, ',':;: ;~":'-'--":"::~'::<;I:t(<,,,_ ~',.:;71~""_:':;:" "';/;:, ~.__.,_':" \I 0 'J 1'i. ,/<:C," r:::---':~::IC:'IK:.:.f~' _1';"--' '0, '~( ,~, ~,"O-,_;/. ~.v \~'y;?' S:--- -~i2o;'':;::,7<'~:/\)\, '-f_~}\'_:;)\' \_~~~', ':--1 I ~-_~, :'___;/'::_~ t / ' / ~_':>.r: /'::-\..>'"" <O--\t~ ,~~ ,'_ J" '/ "-/ , .--? "-~ jo/_/'1'Z%~~~~~~\.~,~.::/'()_ ~ - 1\1 ~) "-..-.?;\'~ --------::-/ _~-z "----_:["'~".-o> /,i'/'tY,- ~[/IO~"_" ,...~_() I,,~ '"'\ Wate(_" _~ _ / ).':;-"--' Lr", ,..- ,[ 1\.1, -, \ ~ -='''~i1i'ii __ ~ ___~r k~~:"'",~ '-~\'~:;i\;..',;,:'i'" ,;>-~:,'! ',..~ "~~f~;o-/~' _.<0'- \,\.;:'.~ .:..; },'~C';'I'(,\" ;~;oc,?,( \ - """"\::1," /?~ '-1/')0- - -....::.....,./'_.'"' t' ' )'/;11- ~/",,~~ ;rr ~ " "--I." 7iJ" '-:;"- " ""'-""- ~'l:; -'/, J' ~ \\" -~"'\\ ~ ---- '-1:,- \J .\. n\~ r \." ...----.., - --'(--1" \J D t \~ . I;; 1\.,./' A\ '.\ n r "\,-:- or- /.<\, /~{,\ :.\\ \;,'''' ~<.;~~ . / '--',~/ ~ ~1, " '.' w o \......--? " , ~~,,- ~ c._~/ '., ,:;;:.--:-~ "-(y }\ 1,~, _, ___ // -;;,' ~~-- j'~,<:,', -~-</,. '" /~~, .'.'...-~ .~~,~~f~ .> ,--r-,=.:-.LO<--'-.,~ ~ ~-:..... -'~/ ~o -', _ '~,~_ ~-~ (7"'-:--.. /~-=-.,:;..~_ ~ '-' \1;;...:::,..... _.,~ ,'-, __..........,\ c. ~ ~ u; REFERENCE: " USGS topographic map, 7,5 minute series, Bachelor Mtn, QUadrangle'IPh~t~~~V~S~~8 1973, Pechanga Quadrang e, a , photorevised 1988. SITE LOCATION MAP Li NORTH ~ ~ PETRA GEOTECHNICAL, INC. IN 241-01 o , 2000 FEET , JUN" 2001 FIGURE 1 SCALE ~o.. I I I , REFERENCES I Blake, 1999," UBCSEIS, Version 1.30, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources," I Giessner, F,W,; Winters, B,A.; and McLean, J,S., 1971, Water Wells and Springs in the \\estern Part of the Upper Santa Margarita River Watershed, Riverside and San Diego Counties, California, State of California Department of Water Resources Bulletin 91-20. I I Hart, Earl W, and Bryant, William A" 1997, Fault-Rupture Hazard Zones in California, CDMG Special Publication 42, revised 1997, Supplements 1 and 2 added 1990. International Conference of Building Ofticials, 1997, Uniform Building Code, Structural Engineering Design Provisions. I , 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, Prepared by California Division of Mines and Geology, I Jenkins, Olaf p" 1966, Geologic Map of California, Santa Ana Sheet, Scale: 1:250,000. I Jennings, C. W" 1962, Geologic Map of California, Olaf p, Jenkins Edition, Long Beach Sheet, Scale 1:250,000, , 1985, An Explanatory Text 10 Accompany the 1:750,000 scale Fault and Geologic Maps of California, California Division of Mines and Geology. I , 1994, Faull Activity Map of California and Adjacent Areas, Scale 1 :750,000, I Kennedy, M,P" 1977, Recency and Character of Faulting Along the Elsinore Fault Zone iu Southern Riverside County, California, CDMG Special Report 131. II i I , Pacific Soils Engineering, Inc" 1992, Geotechnica] Overview Letter, Crowne Hill Development, Tract 23143, City of Temecula, California, Work Order 400406, dated August 6, 1992, , 1995, Geotechnical Study and Grading Plan Review, Crowne Hill Tract 23]43-2, City of Temecula, California, Work Order 400406A, dated February 7, 1995, , 1997, Revised Remedial Grading Quantilies for Crowne Hill, Tract 23143, Stage 1 and Stage 2, in !he Ciy of Temecu]a, California, Work Order 400406A, dated March 3,1997, I Petra Geotechnica], Inc" 1998, Geotechnical Investigation, Tentative Tracts 23143-2, -3 and -4, Crowne Hill, City of Temecu]a, California, LN. 444-98, dated September 23,1998, I , 1999, Geotechnical Report of Rough Grading, Phases 2 through 5 - Tract 23143-2, Lots I and 2,7 through 16, 23 through 56 and 64; Plnses 2 through 8 - Tract 23143-3, Lots 9 through 21 and 28 !hrough 98; and Phases 2 through 8 - Tract 23143-4, Lots 18 through 80, CrowneHill, City of Temecula, Riverside County, California, LN, 444-98, dated September 7, 1999, I I I ! - \ Riverside County Department of Environmenta! Health, Waste Disposal for Individua] Homes, Commercia! and Industrial. State of California Department of Water Resources, 1966, Hydrologic Data: 1964, Volume V: Southern California, Appendix C; Groundwater Measurements, Bulletin No, 130-64, July, 1966, "!P , I I I - I , I ! I I I l~ .. I , I I I I ~ I I I I I i ~.,., I I I ! I ! I I I ( REFERENCES (Continued) , 1973, Hydrologic Data: 1972, Volume V: Southern California, Bulletin No. 130-72, November 1973. State of California Special Studies Zones, Murrieta Quadrangle, Scale 1 :24,000, dated January 1, 1990. Weber, F.H" Jr., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault Zones, Northwestem Riverside County, California, CDMG Open File Report 77-4 LA, May, 1977. United States Geological Survey, 7,5 MinUle Topographic Series, Bachelor Mountain Quadrangle, dated 1953, Photorevised 1973, Photo inspected 1978, scale 1 :24,000, , 7.5 MinUle Topographic Series, Pechanga Quadrangle, dated 1968, Photo revised 1988, scale 1 ;24,000, '5\ I- I I I I I I I I , I I I I I I I I I I APPENDIX A LOGS OF BORINGS LOGS OF TEST PITS $ PETRA 5');- I i I - I i ~ ~, ~ I I I I ~ I I I i I I ~.." ~ I , I I I I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs /30 in Client: Pacific Century Depth Lith- (Feet) ology , . , ' ".., " " ,.' 5 . ',' " . ',' " .... ..... . ',' ,,' '. .' . . .::. .' 10 . ',' " " '. '. . ,.' '2 15 v <0 f- 0 " " a: f- w "- ~ "- " 9 ;; N W > " 0 ~ z 0 ;: '" a: 0 ~ "- x w Material Description ARTIFICIAL FILL (AF) Silty SAND/Clayey SAND (SM/SC): medium orange brown to dark grey brown, damp, medium dense; fine- to coarse-grained. @ 5,0 feet: Clayey Silty SAND (SM): medium orange brown and black, damp to moist, medium dense; fine- to very coarse-grained, laminated. . @ 10,0 feet: Clayey SAND/Silty SAND (SC/SM): medium orange brown to black, moist, medium dense; ", very coarse-grained; strong organic odor. @ 15,0 feet: Clayey SAND/Silty SAND (SC/SM): medium orange brown to black, very moist, medium dense; fine- to very coarse-grained, laminated, small twig in sample. Petra Geotechnical, Inc. Boring No,: B-IP Elevation: 124801; Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n I r Foot g k 36 35 24 Laboratory Tests Moisture Dry Content Density (%) (pef) 8.4 6,5 14,0 Other Lab Tests 129,7 129.8 121.2 PLATE A-I 6?? ~ ~ I , I I , I ! - I I I I ~ - I t I I I I I 0 " ;0 .. ! Cl '" .,; I a: .. w a. ~ a. '" I 9 :; N m ': '" I 0 ~ z 0 " '" a: 0 I ~ a. x w ! EXPLORATION LOG Project: Proposed Residential Development Localion: SE Pauba Rd/Butterfie1d Stage Rd, Temecula Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer / Drop:140 1bs / 30 in Client: Pacific Century Depth Lith- (Feet) ology 25 '-,' :.;.;............ '-w:. :.~. ...-,.;.:. :.~. ............;.:- :-;............ ...........;.;. :.~. ............;.:- :.;..;...-, ..........;.:. :-:..;........,... ............;.:- :.:..;........,... ............;.:. :.;.;...-. '-w:- :.~. ...........;.:- :'N.-. .--..;, :- :.;..;........... .--..;.: . :-~. ............;.:. :-:..;........,... ............;.:- :-;.;............. ............;.;. ;.;.;............. ............;.;. ;.:..;........,... ............;.;. ;.:..;........,... ............;.;. ;.:..;........,... ...........;.;. >~. ,--..;,:- :'~: 30 Material Description 20,0 feet: Clayey SAND/Silty SAND (SCISM): ark grey to black, moist, very dense; fine- to coarse-grained, laminated, QUATERNARY PAUBA FORMATION (Ops) Clayey SANDSTONE: light orange brown, moist, very dense; fine- and very coarse-grained, moderate primary porosity, massive, @ 30,0 feet: Clayey SANDSTONE: medium orange brown to grey (mottled coloring), moist, very dense; fine- to very coarse-grained, massive, TOTAL DEPTH OF BORING = 31.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. Petra Geotechnical, Inc. Boring No.: B-IP Elevation: 1248;f; Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per 1 U e n I r Fool g k 65 62 68 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pef) Tests 7,7 132.1 8.5 114.7 11.9 125.6 PLATE A-2 ~, I I I I I 1 I I I I I I I , , I, L. I 0 ;, '" e- O " I <i oc e- w Q. ~ Q. " I <;> :; N ~ > I " 0 ~ Z 0 >= '" OC 1 0 ~ Q. X w I. EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecu1a Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in Client: Pacific Century Depth Lith- (Feet) ology ; ; 5 , .' ' . '.' , , , , ' .,' 10 ..... . '.', . , , . ' . ',' " 15 " ' ',', . .... . , , , . ' , , , ' , , , " .... . Material Description QUATERNARY ALLUVIUM (Qal) Silty SAND (SM): light brown, damp, loose; fine- to coarse-grained. @5.0 feet: Silty SAND (SM): medium brown, damp, medium dense; fine- to coarse-grained, moderate porosity, clay development on ped faces (cemented), maSSIve, @ 10,0 feet: Silty Well-graded SAND (SW): light orange brown, damp to moist, loose; fine- to coarse-grained, slightly porous, @ 15.0 feet: Clayey Silty SAND (SM): light brown, moist, medium dense; fine- to very coarse-grained, moderately porous. Petra Geotechnical, Inc. Boring No.: B-2P Elevation: 1267010 Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n 1 r Foot g k 27 12 17 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 6,0 4.7 10,9 113,8 113. 8 cnsol 112.6 cnsol PLATE A-3 ~ I I , , I , I I I l. , I ; I I , , I ! I ! , I " " ~ '" I 0 " 'I <i a; '" w a. ~ a. " I " ;c N ~ > " I 0 ~ Z 0 , " '" a; I 0 ~ a. x w I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer / Drop:140 1bs / 30 in Client: Pacific Century Depth (Feet) Lith- ology 25 30 Material Description WEATHERED QUATERNARY PAUBA FORMATION (Ops) Clayey SAND/Clayey SANDSTONE: light orange brown, moist, medIUm dense; fine- to very coarse-grained, massive, slightly porous. QUATERNARY PAUBA FORMATION (Ops), Very Silty SANDSTONE/Sandy SILTSTONE: light yellow brown, moist, medium dense; fine- and coarse-grained, micaceous, coloring slightly mo!tled, massIve. 30,0 feet: Well-graded SANDSTONE: light orange brown, damp to mOIst, very dense; fine- to coarse-grained, with some pea gravel, massive, TOTAL DEPTH OF BORING = 31.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. Petra Geotechnical, Inc. Boring No.: B-2P Elevation: 1267:1: Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n I r Foot g k 27 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 13.7 119.2 32 79 18,8 6,8 111.9 116,8 PLATE A-4 '90 , , I ! . I , , , , I I I I , I I I I , I I I I I i ~ EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a Job No,: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in Depth (Feet) '2 ~ "' >- o C) " 0: >- W <L ~ <L C) ;;; :; N W > C) o ~ z o i= " 0: o ~ <L " W Lith- ology . .... " '. ,.' ..... '. '. ' .... . '.". . .... . , , , , , , , . . ",' 5 '. .' ',', . , , , , ' ..... . . ".' ..... 10 . '.' ::::.. , , . , ' . '.' ..... . '. .' .,' 15 '. .' " ,,' ',', . Material Description QUATERNARY ALLUVIUM (Qal) Silty SAND (SM): medium brown, dry to damp, loose; fine- to coarse-grained. ,,' ,,' ,.' ", ,,' @ 5.0 feet:, Silty SAND (SM): medium brown, damp, medium dense; fine- to coarse-grained, moderate porosity, clay development on ped faces, @ 10.0 feet: Silty SAND (SM): light orange brown, moist, medium dense; predominately fine-grained, locally massive, slightly porous. ,.' @ 15,0 feet: Clayey Silty SAND (SM): medium orange brown, moist, loose; fine- to very coarse-grained, moderately porous. Petra Geotechnical, Inc. Boring No.: B-3P Elevation: 1235:1: Date: 5/19/01 Logged By: LA Battiato Samples W a B!ows R B t Per i u e n I r Foot g k 39 13 11 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pcf) Tests 6,6 6.8 8.4 122.1 111.4 cnsol 116.4 PLATE A-5 I~ ~ - I I i ~ I I I I I I I [ I i I I I I I f I ! I I I , I , EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Job No.: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in Deplh (Feet) Material Description Lith- ology 20.0 feet: Well-graded SAND (SW): bgbt orange brown, damp, medium dense; fine- to very coarse-grained, nonindurated, slightly porous, 25 @ 25.0 feet: Well-graded SAND (SW): light orange brown, damp, medium dense; horizontally laminated, ..=-: ,,' . 30 @ 30,0 feet: Silty SAND (SM): medium brown, very moist, medium dense; horizontally layered with coarser " sand, slightly porous, '. .' ..... ',', . 0 35 " '" <- 0 L9 " " <- CD 0. ~ 0. L9 <;> ~ N m > L9 0 ~ z 0 >= 0: " 0 ~ 0. X CD (aJ 35.0 feet: Clayey SANDSTONE/Silty S"'ANDSTONE: medium orange brown, moist, very dense; fine- to very coarse-gramed, horizontally layered. OUATERNARY PAUBA FORMATION (Ops), TOTAL DEPTH OF BORING = 36.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. Petra Geotechnical, Inc. Boring No,: B-3P Elevation: 1235;10 Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n I r Foot g k 15 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 5.5 116.3 29 18 85 2,7 9,1 10,9 118,1 119.4 123.0 PLATE A-6 5'\ I ! ~' ~ I I I , , ~ I , , I I I t I I I I ~ ~ ~.. I e " m I >- 0 C) I <i '" >- ill lL I ~ lL C) I 9 ;; N m > I C) 0 ~ z 0 , " " '" - 0 ~ lL >< ill EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba RdfButterfield Stage Rd, Temecu1a Job No.: 241-01 Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in Client: Pacific Century Depth Lith- (Feet) ology . ',' . .', " .' . ',' " .' . ',' ..... . ',', . ..... . ',', . . , , " 5 ..... " " " .' " , " .' 10 .... ',', ' " " . ',' ..... . . ',' Material Description ,.' ARTIFICIAL FILL (AD Silty SAND (SM): light yellow brown to dark brown, dry to damp, loose; fine- to coarse-grained, " ' @ 5.0 feet: Clayey Silty SAND (SM): medium orange brown to very dark grey, damp to mOIst, medium dense; fine- to very coare-grained, mottled coloring. @ 10.0 feet: Slightly Clayey Silty SAND (SM): medium orange brown to dark grey, moist, medium dense; fine- to very coarse-grained, mottled coloring, horizontally layered. ..... . " '.' QUATERNARY ALLUVIUM (Qal). ',', . . ',' " , IS . ',' '. .' " ,,' . .... ..... ',', . ',', . " . . ',' ..... " .' .' ' @ 15.0 feet: Clayey Silty SAND (SM): medium brown, damp to mOIst, medium dense; very slight pinhole porosity. " . Petra Geotechnical, Inc. Boring No.: B-4P Elevation: 1236i; Date: 5/19/01 Logged By: LA Battiato Samples w a Blows R B t Per i u e n J r Foot g k 34 32 26 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 8.3 10.8 7.5 133,7 129.2 128,1 PLATE A-7 <G~ ~ I I I , , ~.. I I. I I I I ~ I ! ~ , I~ I ~..'. I i I I - I I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula Job No.: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in Deplh Lith- (Feet) ology 25 ,,' . ". . ',' ..... " , " " . '.' 30 0; 35 ~ <D >- " " oi 0: >- W 0. > 0. " 9 ~ N 00 > " 0 ~ z 0 >= << 0: 0 ~ 0. X W '_.' :.;.;.,..,...... '--..:.:- :.;.;.,..,...... .--:.;. :.;..;........... .-.-;.;. :.;.;.,..,...... '--..:.:. ;.;.;.,..,...... .--...;,;. :.;.;.,..,...... .--..;,: . ;.;.;.,..,...... :~:- Material Description 20,0 feet: Clayey SAND (SC): dark brown, mOIst, medium dense; fine- to coarse-grained, iron oxidation resulting in slightly mottled coloring, moderate porosity, .,' ,,' . (ciJ 25.0 feet: Silty SAND/Clayey SAND (SM/SC): cfark brown, moist, dense; fine- to coarse-grained, slight porosity. ,,' COMPLETELY WEATHERED OUA TERNARY PAUBA FORMATION (Ops). @ 30.0 feet: Clayey SANDSTONE: medium brown, moist, medium dense; fine- to coarse-grained, locally massive, moderate porosity, pores as large as 1110 inch. QUATERNARY PAUBA FORMATION (Qps), @ 35,0 feet: Clayey SANDSTONE: medium orange brown, moist, dense; fine- to coarse-grained, massive, manganese staining. TOTAL DEPTH OF BORING = 36.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. Petra Geotechnical, Inc. Boring No.: B-4P Elevation: 1236;, Date: Logged By: LA Battiato 5/19/01 Samples w a Blows R B t Per i LI e n J r Foot g k 36 48 27 53 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 11.0 125.9 cnsol 9,0 124.7 12,0 125.1 cnsol 11.7 123.4 PLATE A-8 ~ I , I I I I I I I I I I I I I I I I I I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a Job No,: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 130 in Material Description Depth Lith- (Feel) oJogy : ;, : :': QUATERNARY ALLUVIUM 10al) , " .,' Silty SAND (SM): light yellow brown, dry to damp, loose; fine- to coarse-grained. " . . , . . . . , " . ',' . ',' .,' ',', . ,,' 5 ", ',', . @ 5.0 feet: Clayey Silty SAND (SM): medium brown, moist, medium dense; fine- to coarse-grained, slight . '.' porosity. " . . ',' " " ',', . .... . , , .:..: : ..... '. .' 10 10,0 feet: Interlayered Micaceous SILT (ML), Silty AND (SM) and Clayey SAND (SC): medium brown, moist, medium dense. e 15 " ID >- 0 '" <i 0- >- W a. ~ a. '" 9 ;; N ID > '" 0 ~ z 0 co <! 0- 0 ~ a. x w 15.0 feet: Silty SAND (SM): medium brown, moist, medium dense; fine- to coarse-grained, laminated, with ..' icaceous silt la ers. .... . .' ' ,,' ',', . , . , ' , ' . ' Petra Geotechnical, Inc. Boring No,: B-5P Elevation: 1245:1; Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n I r Foot g k 16 24 28 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pel) Tests 11.3 9,3 12.9 124,3 ens I 118.7 119.3 PLATE A-9 VP , I I , I 1 , , , , - - I I , , I 1 I I I I I - EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba RdlButterfield Stage Rd, Temecula Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 iu Client: Pacific Century Deptn Litn- (Feet) ology : : ; 25 ~ 30 Q 35 '! ~ >- 0 '" '" '" >- w a. ;;: '" 9 ~ N ~ > '" 0 ~ z 0 co ." '" 0 ~ a. x w Material Description 20.0 feet: Silty SAND (SM): medIUm brown, very moist, medium dense; fine- to very coarse-grained, manganese staining, moderate porosity, WEATHERED QUATERNARY PAlJBA FORMATION (Ops) Silty SANDSTONE: medium brown, moist, medium dense; fine- to coarse-grained, manganese staining, very slight porosity. QUATERNARY PAUBA FORMATION (Qps) Interlayered Laminated SILTSTONE and Silty SANDSTONE: dark yellowish brown to orange. (iron-oxide staining), moist, medium dense; manganese staining. 35,0 feet: Interlayered Lammated SILTSTONE and Ilty SANDSTONE: dark yellowish brown to orange (iron-oxide staining), moist, medium dense; manganese stainin Petra Geotechnical, Inc. Boring No,: B-5P Elevation: 1245:1: Date: 5/19/01 Logged By: LA Battiato W Samples Laboratory Tests a Blows R B Moisture Dry Otner t Per 1 u Content Density Lab e n 1 r Foot g k (%) (pet) Tests 16 14.5 118.0 cnsol 35 22 34 14.6 21.8 16.1 117,6 104,2 110.4 PLATE A-I0 &,\ ~ , I , I I , , , I I " , , I t , l, I j I , I I I I [ EXPLORATION LOG Project: Proposed Residential Development Boring No.: B-5P Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Elevation: 1245:1: Job No,: 241-01 Client: Pacific Century Date: 5/19/01 Drill Method: Hol1ow-Stem Auge Hammer 1 Drop:140 Ibs 130 in Logged By: LA Battiato w Samples Laboratory Tests Material Description a Blows B- B Moisture Dry Other Depth Lith- t Per ] u Content Density Lab e n 1 (Feet) ology r Foot g k (%) (pet) Tests TOTAL DEPTH OF BORING - 36.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. e ~ '" ... o " <{ '" ... w a. C! " ~ ~ N W > " o ~ z o " <{ '" o ~ a. x w PLATE A-ll Petra Geotechnical, Inc. ~1/ , , I , I , , I I , I I I I I , I , I i ,. - I I I I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in Client: Pacific Century Depth Lith- (Feet) ology ..... . " . " " ',', . . ',' , , 5 , " ..... . . '.' ',', . ,,' " ,,' 10 e ~ ~ >- o " <i 0: >- '" Q. 15 ~ Q. " " :; N ~ > " o ~ z o " '" 0: o ~ Q. X '" ......,...:...;. .~ , " Material Description OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): light brown, dry to damp, loose, fine- to coarse-grained. @ 5,0 feet: Silty SAND (SM): medium brown, dry, medium dense (cemented); fine- to coarse-grained, moderatley porous, WEATHERED OUATERNARY PAUBA FORMATION (Qps), @ 10,0 feet: Silty SANDSTONE: light yellow brown, moist, medium dense; fine- to very coarse-grained, slightly porous. QUATERNARY PAUBA FORMATION (Ops) Silty SANDSTONE: medium yellow brown, moist, medium dense; manganese staining, interlayered with micaceous Siltstone. Petra Geotechnical, Inc. Boring No.: B-6P Elevation: 1265~ Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n I r Foot g k 29 29 28 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 5.4 7.8 21.5 124.9 120.7 108,0 PLATE A-12 CQ'7 EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula Job No.: 241-01 Client: Pacific Century Drill Method: HolI~w-Stem Auge' Hammer 1 Drop:140 Ibs 1 30 in Dep'h Lith- (Feet) ology - - Material Description @20,Ofeet: SILTSTONE and Sandy SILTSTONE: medium yellow brown, moist, medium dense; laminated, iron-oxide staining, very slightly porous. TOTAL DEPTH OF BORING = 21.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. Petra Geotechnical, Inc. Boring No.: B-6P Elevation: 1265;f; Date: Logged By: LA Battiato 5/19101 Samples w a Blows R B t Per i u e n I , ';;', Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 13.5 115.9 PLATE A-13 Ct!\ I I I I I I I " I , , I I , , I , , , I I I I - EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Job No.: 241-01 Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in Client: Pacific Century Depth (Feet) " 15 ~ <P e- o OJ <' 0: e- w "- , "- OJ 9 :; N ~ > OJ 0 ~ z 0 " g; 0 ~ "- x w Lith- ology ". .... ',', . .,' ..... ,,' ',', . .,' 5 , , . . ' , . . " ,,' , .' 10 ,,' ,,' . ',' ..... . , , .' . ',' ..... . ',', . ,,' ',', . .,' Material Description OUATERNARY ALLUVIUM (Qal) Silty SAND (SM): light yellow brown, dry, loose; fine- to coarse-grained, .' . @ 5.0 feet: Silty Well-graded SAND (SW): light brown, damp, medium dense; horizontally layered, slightly porous. @ 10,0 feet: Silty SAND (SM): medium brown, very moist, medium dense; locally massive, slightly porous, " ' WEATHEREDQUATERNARYPAUBA FORMATION (Ops) Silty SANDSTONE: medium brown, very moist, medium dense; medium- and very coarse-grained (layered) slight porosity. Petra Geotechnical, Inc. Boring No.: B-7P Elevation: 1235:1: Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u en! r Foot g k 16 22 22 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pel) Tests 5.4 14,8 14.9 112.1 116.7 114.9 PLATE A-14 ~ I I I I I I I I I I I I I I I 0 " '" ... 0 D '" I a: ... w a. ~ a. D I I ;; :; N ID ': D I 0 ~ Z 0 " '" a: 0 I ~ a. x w E X P L OR A T ION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Job No.: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer 1 Drop:l40 Ibs 1 30 in Depth Lith- (Feet) ology f- - f- :.~ ~. :.,~ f-- -~ ~. :.~ ~. f-- - :.~ ~. :.~ ~. f- 25 ~ ~ :.'::=t .~ >~ - Material Description (gJ20.0 teet: SILTSTONE: medIUm yellow brown, moist, stiff; with layers of sand and gravel, very slightly porous, @25.0 feet: Slightly Silty Well-graded SANDSTONE: medium orange brown, moist, very dense; predominately coarse-grained, massive, TOTAL DEPTH OF BORING = 26,5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01, Petra Geotechnical, Inc. Boring No,: B-7P Elevation: 123510 Date: Logged By: LA Battiato 5/19/01 Samples W a Blows R B t Per i u e n 1 , ';;'1 71 J Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 19.7 110.6 11.3 116.6 PLATE A-15 C/o - II I I I I - - I ( I I ~ - I I ~. -, I Q '" m >- , 0 " <i I '" >- w a. cc " I :;; :; N m > " I 0 ~ Z 0 " '" '" 0 - ~ a. x w EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecu1a Job No,: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in Depth Lith- (Feet) ology ",., . ',', . .... . ',', . .... . . ',' . ',' . .... . ',' 5 .... . , " , , , " " .' ',', . .... . . .', 10 ,,' " , " " . , , . ',' " .' . ',' ,.' . ',' 15 '_.' :-:..;.......,... ..........;.;. ;.~. ,.........;.:- :.~. ,--....;,:. :.~. .--...;.:. ;.~. ..........;.:. :.~. :~:. Material Description " ' OUATERNARY ALLUVIUM 10al) Silty SAND (SM): medium brown, dry to damp, loose to medium dense; fine- to coarse-grained, " taJ 5,0 feet: Silty SAND (SM): medium brown, dry to ,,' cramp, medium dense; fine- to coarse-grained. ,,' taJ 10.0 feet: Silty SAND (SM): medium orange brown, cramp, medium dense; fine- to coarse-grained, clay development on ped faces, moderate porosity, few rootlets, .' . QUATERNARY PAUBA FORMATION lOps) Clayey silty SANDSTONE: medium orange brown, mOIst, medium dense; fine- to coarse-grained, massive, moderate porosity, Petra Geotechnical, Inc. Boring No.: B-8P Elevation: 1276'= Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n I r Foot g k 21 28 24 Laboratory Tests Moisture Dry Olher Content Density Lab (%) (pet) Tests 4.5 7,7 12,6 115.9 cnsol 126.0 122.6 PLATE A-16 (p\ I , I . I I , - I , , , , II I , I. I I' ,: I e '" m >- 10 "' '" I a: ,.. w IL ~ IL "' I <; ~ N m > '" I 10 ~ Z 10 ;= .. a: 10 ~ ~ IL X W EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 1bs 1 30 in Client: Pacific Century Deplh Lith- (Feet) ology '-,' :-;.;...-. ,--..;.:. >H..-. .............;.:. ;.~. :~:. ,'-. '-W;. :.~. .--....;,:. ;.:..;.....,...... .-......;.:. :-;..;..,......... ,--..;.:- ;.:..;.....,...... .-......;.:. :.~. .'~ :~ 25 Material Description 20,0 feet: Clayey SANDSTONE: medium orange brown, moist, medium dense; fine- to coarse-grained, with sparse I-inch gravel, sightly porous, OUATERNARY PAUBA FORMATION lOps). @ 25.0 feet: Clayey Silty SANDSTONE: medium orange brown, moist; fine- to coarse-grained, massive, manganese staining, '-,' :-;..;..,......... ,--..;,:- :.~. ,--..;.;. :-:..;.....,...... ...-.,.;.:. :-:.;..-. ...............;:- :-~. . --..;.:. :-N-. ...............;:. :::.:.....:: @30,O feet: Well-graded SANDSTONE: light yellow :::.:.....:: brown, moist, very dense; fine- to very coarse-grained, :::.:.....:: massive, nonindurated, :.~. 30 TOTAL DEPTH OF BORING = 31.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. Petra Geotechnical, Inc. Boring No,: B-8P Elevation: 127601: Date: Logged By: LA Battiato 5/19/01 Samples w a Blows R B t Per i u en! r Foot g k 20 53 63 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 13.0 119,8 cnsol 6.9 125.1 9.2 105.2 PLATE A-17 G>~ ~ ~' ~ I ! I ! ~ ~ ~ ~ I I i~ I I ~ ~.... ~ ~ ~., ~, I, EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a Job No,: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 1bs 1 30 in Depth (Feet) Lith- ology . ',' .' . ',' " , . ",' " . ',' , .' .' ',', . ',', . " .' . ',' .' ., , . ',' 5 " . . ',' " 10 12 15 " "' e- o 0 <i " e- w a. ~ a. 0 ~ ~ N "' > 0 0 ~ z 0 ;= '" " 0 ~ a. x w Material Description OUATERNARY ALLUVIUM (Qal) Silty SAND (SM): medium brown, dry to damp, loose; fine- to coarse-grained. @ 5.0 feet: Silty SAND (SM): medium brown, damp, medium dense; fine- to coarse-grained, moderatley porous, few rootlets. @ 10,0 feet: Silty Well-graded SAND (SW): medium yellowish brown, damp to moist, loose; fine- to medium-grained, slight porosity, @ 15.0 feet: Slightly Silty Well-graded SAND (SW): medium orange brown, moist, medium dense; horizontally layered, slight porosity, Petra Geotechnical, Inc. Boring No,: B-9P Elevation: 125H Date: 5/19/01 Logged By: LA Battiato Samples W a Blows R B t Per i u e n I r Foot g k 24 12 16 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 4,7 6.2 8,7 117.5 cnsol 114,0 cnsol 113.9 PLATE A-IS ~~ ~ ~ I I I I I , , , , , I, I i I l I'.' .. r I ! - I I i I l EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula Job No.: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 lbs 130 in Depth Lith- (Feet) ology Material Description 20.0 feet: Well-graded SAND (SW): medium yellow brown, moist, medium dense; fine- to coarse-grained, moderately porous. 25 .,. " @ 25,0 feet: Clayey Silty SAND (SM): medium brown, moist, medium dense; fine- to very coarse-grained, slightly porous. " , '. .... ,,' :. .... " . '. .' 30 OUATERNARY PAUBA FORMATION (Qps), WEATHERED OUATERNARY PAUBA FORMATION (Ops). @ 30.0 feet: Clayey Silty SANDSTONE: medium brown, moist, medium dense; fine- to coarse-grained, massive, moderately porous. e 35 ~ ~ ~ " LO " '" ~ '" lL ~ lL LO ;;; ~ N Jg LO 0 ~ z 0 " " '" 0 ~ Q. X W @ 35,0 feet: SILTSTONE: yellow brown, moist, hard; massive, mottled coloring, iron oxidation, manganese-stained. Petra Geotechnical, Inc. Boring No,: B-9P Elevation: 1252:J: Date: 5/19/01 Logged By: LA Battiato w Samples Laboratory Tests a Blows R B Moisture Dry Other t Per ] u Content Density Lab e n I r Foot g k (%) (pet) Tests 13 8.4 99,6 cnsol 22 28 50 8,5 14.0 12.6 128.2 121.0 123.0 PLATE A-19 <,\0 I I ~ . , I . ~ . I . i . I ~ ~ II I . , I '. l ~,. I Q " ~ I 0- 0 (!) I " '" 0- W n. ~ n. (!) I, " ;; N ~ > Ii (!) 0 ~ z 0 ~ '" '" . 0 ~ n. x W EXPLORATION LOG Project: Proposed Residential Development Boring No.: B-9P Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Elevation: 1252;f; Job No,: 241-01 Client: Pacific Century Date: 5/19/01 Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in Logged By: LA Battiato w Samples Laboratory Tests Material Description a Blows I!.B M oi sture Dry Other Depth Lith- t Per ] u Content Density Lab e n I (Feet) elegy r >;;'( (%) (pef) Tests ~~ (gi40,O feet: Silty SANDSTONE: oranffe brown, moist, 9.7 123,9 ~ very dense; fine- to coarse-grained, local y massive, '-":"';;' - - s..,~ '~'. TOTAL DEPTH OF BORING = 41,S' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED 05/19/01. PLATE A-20 Petra Geotechnical, Inc. "\\ I I I I I I I r.. I I I ! I I I I I I I I I I [ I r I ! I ! I ; I i I ~ EXPLORATION LOG Project: Proposed Residential Development Location: SE Panba Rd/Butterfie1d Stage Rd, Temecula Job No,: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer I Drop:140 Ibs I 30 in Depth (Feet) Lith- ology ". .' ..... '. .' ". '.' . ".' 5 ..... '.', . ",". . , , , , , " ',.. . 10 '. .' ..... . ..... . . , . ..... . " .,' ;; 15 "' ~ e- o to '" a: e- w 0. <C to <;> :; N ~ > to 0 ~ z 0 CO <{ a: 0 ~ 0. X W ".., . ',', . .... . ",., . " ".", . , , , " Material Description " ARTIFICIAL FILL fAO Silty SAND (SM): medium yellow brown, damp, loose; medium dense; fine- to very coarse-grained. ,,' ,.' @ 3,0 feet: Silty SAND (SM): medium brown, damp, loose to medium dense; fine- to very coarse-grained. " ' " ' @ 5,0 feet: Silty SANDIClayey SAND (SM/SC): yellow to orange brown and dark grey (mottled coloring), moist, dense. @ 10,0 feet: Silty SAND (SM): yellow brown to dark greenish grey, moist, medium dense; fine-grained, mottled coloring. @ 15.0 feet: Clayey Silty SAND (SM): medium brown ..' and dark grey, moist, dense; fine- to coarse-grained, mottled coloring, laminated surface. .,' ,,' Petra Geotechnical, Inc. Boring No,: B-10P Elevation: 1219,;, Date: 5/21101 Logged By: LA Battiato Samples w a Blows R B t Per i 1I e n I r Faa' g k 45 26 45 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 12.3 10.2 17,1 128,7 120.2 118.1 PLATE A-21 ~v I I ~ I ! I I I I ~ I I I I I ~ ~ I l I I ~" I I I i , I I Ii ! II I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a Job No,: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in Depth Lith- (feet) ology ;; 35 " ;;; .. 0 " <i a: ... w Q. c: " ~ ~ N W > " 0 ~ z 0 " <! a: 0 ~ Q. X W " . , , . " ..... . ',', . .... . ..... ..... . 25 ..:;j: . ,', . 30 '_.' >~. ................;. :-;..;............ ,--.;.:. :.~. ..............;.;. >~. ............;.;. >~. ..............;.:- :-;...;..-, .-..,...;.:. :-;...;...-. ..............;.:- :.~. .--...;.:- ;.;..;.......... ,.............;.:. :-:.;......... ..-.,...;.;. :-;..;.....,....., '-w:- :.~. ..............;.:- :-;..;.....,...... ..............;.:- .'~ :~:- .~. .'~ Material Description QUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium orange brown, damp to mOIst, loose; fine- to very coarse-grained, moderate porosity. with pores to 1/6-inch dIameter. @ 25,0 feet: Clayey Well-graded SAND (SW): slightly orange brown, moist, medium dense; fine- to very coarse-grained, moderate porosity. WEATHERED QUATERNARY PAUBA FORMATION lOps). @ 30.0 feet: Clayey SANDSTONE: medium orange brown, moist, file- to very coarse-grained; massive, mottled coloring, slightly porous, QUATERNARY PAUBA FORMATION IQps) Silty SANDSTONE: medium orange brown, moist, very dense; fine- to very coarse-gramed, massive. Petra Geotechnical, Inc. Boring No.: B-I0P Elevation: 1219:1: Date: 5/21/01 Logged By: LA Battiato W Samples Laboratory Tests a Blows R B Moisture Dry Other t Per 1 u Content Density Lab e n J r Foot g k (%) (pet) Tests 10 6.3 112.5 cnsol 27 28 86 8,7 126.4 13.4 122,5 13.4 123.3 PLATE A-22 '\'?J I I I I I I I I I I I I I I I 0 ;, <D e- O "' I " <r e- w 0. 0: "' i I 0 :; N ~ > I "' 0 ~ Z 0 i= " <r I 0 ~ 0. X ill EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula Boring No.: B-IOP Elevation: 1219~ Drill Method: Hollow-Stem Auge Hammer / Drop:140 1bs / 30 in Client: Pacific Century Date: Job No.: 241-01 Depth (Feet) ~ Logged By: LA Battiato 5/21/01 Material Description Samples W a Blows R B t Per i u e n 1 , ~;'f Lith- ology ~ !8! 40,0 feet: Well-graded SANDSTONE: light yellow ~: brown, damp, very dense; maSSIve, nonmdurated. :.~' ~. TOTAL DEPTH OF BORlNG = 41.5' NO GROUNDWATER ENCOUNTERED BORlNG BACKFILLED OS/21/01. Petra Geotechnical, Inc. Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 3,7 113.5 PLATE A-23 1'\ I \ , I I I I , , , , I I I I I I I I ~ ~'.. ~ I ! I [ I I I I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Job No,: 241-01 Drill Method: Hollow-Stem Auge Hammer I Drop:140 1bs I 30 in Client: Pacific Century Depth Lith- (Feet) ology , .', ..... . '.' ,,' 5 10 ;; " "' ............... :-~. .--...;,:- :.~. ,--..;.:- :-;.;...-. .~:- :.~. '-W:' :.~. '-w:- :-;........-. .-...,..;.:- :-;.;....-. ,............;.:- :-N.-. .............;..:- :-;.;....-. ,--..;.:- :.;.;....-. . --..;.:. :.;.;....-. . --..;.:- :-H.-. .............;..:- :-~. . --..;.:. :-;.:............ ................:. :-;.:............ :~:- 15 I- o '" <i 0; I- W a. ~ a. '" <; " N W > '" o ~ z o >= '" 0; o ~ a. x w Material Description QUATERNARY ALLUVIUM (Oal) Silty SAND (SM): light yellow brown, damp, loose, 2,0 feet: SILT (ML), (ciJ 5.0 feet: Clayey Silty SAND (SC): dark grey brown, cramp, dense; locally massive, cemented with clay, moderate porosity, 8,0 feet: Gravel layer. WEATHERED OUATERNARY PAUBA FORMATION (Qps) Silty SANDSTONE: orange to yellow brown, damp to moist, dense; fine- to coarse-grained, mottled coloring, massive, moderate porosity, @ 15,0 feet: Well-graded SANDSTONE: medium orange brown, moist, very dense; massive, slight primary porosity. Petra Geotechnical, Inc. Boring No.: B-llP Elevation: 12770r Date: 5/21/01 Logged By: LA Battiato Samples w a Blows R B t Per 1 U e n I r Foot g k 55 56 62 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 7,6 8.8 8.2 128.4 130,8 123.1 cnsol PLATE A-24 '\'5 I I I I I I I I I I II I - I I i , v. , I ;; " '" i t- o '" I " " t- W Cl. ~ Cl. '" I '< ;: N , W > I '" 0 ~ Z 0 i CO , " " I 0 ~ Cl. X w I EXPLORATION LOG Project: Proposed Residential Development Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Job No.: 241-01 Client: Pacific Century Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 1bs 1 30 in Material Description Depth Lith- (Feet) ology ~ ~20,O feet: Well-graded SANDSTONE: lIght orange :,,~ brown, moist, very dense; fine- to very coarse-grained, - -~ locally massive, very slight primary porosity. TOTAL DEPTH OF BORING = 21.5' NO GROUNDWATER ENCOUNTERED BORING BACKFILLED OS/21/01. Petra Geotechnical, Inc. BOling No.: B-llP Elevation: 1277"= Date: Logged By: LA Battiato 5/21/01 Samples. W a Blows R B t Per i u e n J , ';;'1 Laboratory Tests Moisture Dry Other Content Density Lab (%) (pet) Tests 6.7 120.6 PLATE A-25 '\~ I . . ; , ~ . ! , , I I , . l I I I I I I .' l . i I , . . I l Test Pit Number TP-1P ... ....... Depth (ft) 0,0 - 3,0 LOGS OF TEST PITS ... .. . .. Description . OUATERNARY ALLUVIUM lOa\) Silty SAND (SM): medium brown, damp, medium dense; very fine- to very coarse-grained, very blocky, clay development on desiccation cracks, moderately porous, abundant rootlets 3.0 - 4,0 Silty SAND (SM): dark brown, damp to moist, medium dense to dense; fine- to very coarse-grained, moderately porous Moisture Content ("/0) @ 2,0 feet 4,1 ...,.. .: I. .. Dry... DensitY . (pel) 4,0 - 7.0 Clayey SAND (SC): medium orange brown, moist, medium dense; slightly porous 7,0 - 9,0 Clayey SAND (SC): medium orange brown, moist, medium dense; fine- and very coarse-grained, slightly cemented with clay, some pea gravel, mottled texture, slightly to moderately porous, becoming less blocky and coarse-grained with depth 9,0 - 12,5 OUATERNARY PAUBA FORMATION - WEATHERED (QIlli Silty SANDSTONE: medium light orange brown, moist, medium dense; fine- and very coarse-grained, moderate primary porosity in upper I foot 12,5 - 13.0 SILTSTONE: brown, moist, linn; fine-grained, manganese staining, slight porosity with krotovina, horizontally laminated TOTAL DEPTH = 13,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk samples @ 2,0, 3.0, 5.0 and 7,0 - 9,0 feet @ 5,0 feet 10,8 PETRA GEOTECHNICAL, INC. J.N.241-01 JUNE 2001 Plate A-26 ,,\, I I I I I I [p I I I ! I t I I I i I 1 , t , I I I I I . ~ LOGS OF TEST PITS Test Pit '). ............ .. t. Moisture . t.. Dry Number Depth . Desel'iption . Content . DellsitY ((ty .. ....... (%). (pel) . TP-2P 0,0 - 2,5 OUATERNARY ALLUVIUM (Oal) @ 1.0 foot Silty SAND (SM): dark brown, dry to damp, loose; fine- 2.9 96,7 to coarse-grained, abundantly porous, rootlets 2,5 - 4,0 Silty SAND (SM): dark brown, dry to damp, medium @ 3,0 feet dense; fine- to coarse-grained, slightly porous, rootlets 6.7 94,7 4.0 - 8.0 Silty SAND/Clayey SAND (SM/SC): orange brown, damp to moist, medium dense; fine- and coarse-grained, moderately porous with pores up to 0.5 inch diameter 8,0 - 13.0 OUATERNARY PAUBA FORMATION COps) Silty SANDSTONE: light orange brown, damp to moist, medium dense; fine- and coarse-grained, slightly blocky, moderately porous with pores up to 0.5 inch diameter, thin horizontal bedding @ 11,0 feet: sand/silt, horizontally laminated, porous TOTAL DEPTH ~ 13.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC. J.N. 241-01 JUNE 2001 Plate A-27 "'W> I I I I I , I I ~, I I I , I I I ~ ~ , I t I L ~.." , I i I I I I i LOGS OF TEST PITS Test pit .' ....... ~c:T -c-. .-c- 7 .... 'M?js~lite I.... ... ..... .. 1 Dry< Number Depth.. D~scription . . I <;gntent . Delisity .... {ft} . . ". .'. ". .> 1("(0) ......{pc.f) TP-3P 0,0 - 2,0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): dark brown, dry to damp, loose; fine- to coarse-grained, abundantly porous, rootlets 2,0 - 4.5 Silty SAND (SM): dark brown, dry to damp, medium dense; fine- to coarse-grained, slightly porous, rootlets 4,5 - 12.0 OUA TERNARY P AUBA FORMATION WEA THERED fQllli Clayey SANDSTONE: orange brown, moist, medium dense; fine- and very coarse-grained, slightly blocky, moderately porous to 1/8 inch diameter, becomes less blocky with moderate primary porosity at 10,0 feet 12.0 - 14,0 Well-graded SANDSTONE: light orange brown, moist, medium dense; fine- to coarse-grained, locally thickly bedded to laminated with brown silt, non indurated to slightly indurated silt lenses, slightly porous TOTAL DEPTH = 14,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk sample @ 13.0 feet TP-4P 0,0 - 3,0 OUA TERNARY ALLUVIUM (Oal) @2,O feet Silty SAND (SM): dark brown, dry to damp, loose; fine- 2.8 84,9 to coarse-grained, blocky, porous 3.0 - 4,5 Silty SAND (SM): dark brown, moist, medium dense; @ 4,0 feet fine- to very coarse-grained, slightly porous, slightly 8,8 116,8 clayey 4.5 - 10.0 OUATERNARY PAUBA FORMATION - WEATHERED @ 6.5 feet fQllli 11.5 Well-graded SANDSTONE: orange brown, moist, loose to medium dense; fine- and very coarse-grained, slightly porous 10,0 - I \.0 Well-graded SANDSTONE: medium orange brown, moist, medium dense; fine- and very coarse-grained, nonindurated TOTAL DEPTH = 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-28 ~" I II I I I I ! I i I I' II I I I I I , I i I ! I I I I I 1 LOGS OF TEST PITS Test Pit . . ... .. . .Mgis~ure .Ii.>~i-{ Number Depth Description c:ont~"t . .. D~Iisity. (ft) . . ("lor. I (pcf)? . TP-5P 0,0 - 5,0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry to damp (dry in upper 2,5 feet), loose to medium dense; porous 5,0 - ]0,0 OUATERNARYPAUBA FORMATION - WEATHERED (Q!lil Clayey SANDSTONE: slightly orange brown, moist, medium dense; fine- and coarse-grained, moderately indurated, blocky, mottled texture, moderately porous 10.0 - 13.0 Well-graded SANDSTONE: light orange brown, moist, medium dense; fine- to very coarse-grained, non indurated, slight primary porosity above i 2,0 feet TOTAL DEPTH = ]3.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-6P 0,0 - 5,0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): brown, dry to damp (dry in upper 2,5 feet), loose to medium dense; porous 5.0 - ] 1.0 OUATERNARY PAUBA FORMATION - WEATHERED (Q!lil Clayey SANDSTONE: slightly orange brown, moist, medium dense; fine- and coarse-grained, moderately indurated, blocky, mottled texture, moderately porous 11.0- ]3,0 Well-graded SANDSTONE: light orange brown, moist, medium dense; fine- to very coarse-grained, friable, slight primary porosity above 12.0 feet TOTAL DEPTH = 13,0 feet NO GROUNDW A TERENCOUNTERED TEST PIT BACKFILLED JUNE 2001 Plate A-i9 ~ PETRA GEOTECHNICAL, INC. J.N.241-01 I , I I I I I I L: ~ I ! I I I I I ! , I ! l I r I I I I I I , I I LOGS OF TEST PITS TestPit ........ .. .~o~~$~re . :::tiiy.).' Number Depth Desciiptioii Copteiit .....~~II~itY) . (ft) .... :.: ... . . (%) .....@:I).. TP-7P 0,0 - 3.0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): dark brown, moist, loose; fine- to coarse-grained, moderately porous, few rootlets 3,0 - 6.0 Silty SAND (SM): dark brown, damp, medium dense; fine- to very coarse-grained, slightly porous, slightly clayey 6,0 - 10,0 Clayey SAND (SC): dark orange brown, moist, medium dense; blocky, moderately porous ]0,0 - 12.0 OUATERNARY PAUBA FORMATION (Ops) Silty SANDSTONE: light yellowish brown, moist, medium dense to dense; horizontally laminated, manganese-stained TOTAL DEPTH = 12,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk sample@ 1.0 foot TP-8P 0,0 - 1.5 OUA TERNARY ALLUVIUM (Oal) Silty SAND (SM): dark brown, dry to damp. loose; fine- to coarse-grained, moderately porous 1.5 - 4,0 Clayey SAND (SC): orange brown, moist, loose to medium dense; blocky, moderately porous, moisture decreases below 4,0 feet 4,0 - 7,0 Silty SAND (SM): orange brown, damp, medium dense; fine- to very coarse-grained, root casts to 1/8 inch diameter 7.0 - 9,5 Clayey SAND (SC): orange brown, damp, medium dense; fine- and very coarse-grained, blocky, abundant primary porosity decreasing with depth, root casts at 8,0 feet 9,5 - ]0,0 OUATERNARY PAUBA FORMATION (Ops) Silty SANDSTONE: yellowish brown, damp, medium dense to dense; fine- to coarse-grained, horizontally laminated, no porosity TOTAL DEPTH = 10,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED JUNE 2001 Plate A-30 ~\ PETRA GEOTECHNICAL, INC. j.N.241-01 . ~ I~ II i I I I , , I ! , I I I I ~ I I I ! I I I I I I , I L LOGS OF TEST PITS TestPit . -. - ., '. . Moisture ... ..1).../ . ..../trrt Number Depth Descriptiim ' COil tent . .. IlenSity ....... (ft) . ... . (%} t (pel)t . TP-9P 0,0 - 4,5 OUA TERNARY ALLUVIUM lOa]) @ 1,5 feet Silty SAND (SM): medium brown, dry to damp, loose to 4.0 102.7 medium dense; fine- to very coarse-grained, slightly blocky, moderate porosity and rootlets @ 4,0 feet 5,5 105,9 4,5 - 9.0 Clayey SAND/Silty SAND (SC/SM): medium orange brown, moist, medium dense; porous 9,0 - 13,0 OUATERNARY PAUBA FORMATION lOps) Clayey SANDSTONE/Silty SANDSTONE: light orange brown, moist, medium dense; fine- to very coarse-grained, slightly blocky to nonindurated, slightly porous, porosity decreasing with depth to slight at 12,0 feet TOTAL DEPTH = 13,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-10P 0,0 - 5,0 OUA TERNARY ALLUVIUM IOal) Silty SAND (SM): medium brown, damp to moist, loose; moderately porous, rootlets 5,0 - 10,0 Silty SAND (SM): light brown, dry to damp; fine- to coarse-grained, blocky, cemented, difficult digging at 9,0 feet 10,0 - 11.0 OUATERNARY PAUBA FORMATION lOps) Silty SANDSTONE: light yellow brown, moist, dense; fine- to coarse-grained, horizontally laminated TOTAL DEPTH = 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED JUNE 2001 Plate A-31 ~ PETRA GEOTECHNICAL, INC. J.N. 241-01 , , I , , I I I , I 1 , , , , I I , I I I I I I I i ~ LOGS OF TEST PITS Test Pit ivtoistlIre .pry(/ Number Deptb Description Content. .>I)ensiti)i; . .. (ft) .;....(%) . ..... ........ . .. ... .. . .. . . . . ..'. .. ; (pelf . TP-IIP 0,0 - 5,0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): dark brown, dry to damp, loose to medium dense; slightly blocky, moderately porous 5,0-11.0 Silty SAND (SM): light brown, dry to damp; fine- to coarse-grained, blocky, cemented 11.00 - 13,0 OUATERNARY PAUBA FORMATION (ODS) Silty SANDSTONE: light yellow brown, moist, dense; fine- to coarse-grained, horizontally laminated TOTAL DEPTH ~ 13.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-12P 0,0 - 4,0 OUATERNARY ALLUVIUM (Gal) @ 1.0 foot Silty SAND (SM): medium brown, dry to damp, loose to 3,6 107.3 medium dense; fine- to coarse-grained, blocky, abundant porosity and rootlets @ 3,0 feet 6,3 126,9 4,0 - 9,0 Clayey SAND/Silty SAND (SCISM): medium orange brown, damp, medium dense; fine- to coarse-grained, blocky, clay development on ped faces, abundant porosity 9,0 - ]4,0 'Silty SAND/Well-graded SAND (SM/SW): medium orange brown, moist, loose to medium dense; fine- and coarse-grained (predominately coarse-grained), slight to moderate porosity, pore size and abundance decreasing with depth TOTAL DEPTH ~ ]4.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC. J.N. 241-01 JUNE 2001 Plate A-32 ~ ~ ~ I ! I , ; ~ I L - I ~ I i I I I I , I t ~ ~..' I I I , I I 1 I I, i LOGS OF TEST PITS Test Pit . . Moisture.' . .......>>l'Y..ii NUIIlber .Depth .l)escri\ltion C(jntlhit L ....:f;tSb~ (ft) . .' .'. . "(?Io) TP-13P 0,0 - 4,0 OUATERNARY ALLUVIUM (Qal) Silty SAND (SM): medium brown, dry to damp, loose to medium dense; fine- to coarse-grained, blocky, abundant porosity and rootlets 4,0 - 6,0 Silty SAND (SM): medium orange brown, dry to damp, medium dense; fine- to very coarse-grained, blocky moderate porosity 6.0 - 7,5 Silty SAND/Well-graded SAND (SM/SC): medium orange brown, damp, loose to medium dense; finc- and very coarse-grained, slightly blocky, moderate porosity 7.5 - 12,5 Silty SAND (SM): dark medium brown, moist, loose to @ 8,0 feet medium dense; moderate porosity, strong fungal odor, 10,7 color change to orange brown between 9,0 to 12,0 feet then darkened to dark brown at 12.0 feet TOTAL DEPTH ~ 12.5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk sample @ 8,0 feet PETRA GEOTECHNICAL, INC J,N.241-01 JUNE 2001 Plate A-33 ~. I I I I I I I I I I I I I I I I I I I LOGS OF TEST PITS .... . .. . .. .Dr~" Test Pit Moisture. Number. Depth Description. · Con{eilt .. DensJly . (ft) ... .. .. ..(%) (pel) . TP-14P 0,0 - 2,0 OUATERNARY ALLUVIUM (Oal) @ 1.0 foot Silty SAND (SM): medium brown, dry to damp, loose to 4.2 medium dense; fine- to coarse-grained, blocky, abundant porosity and rootlets 2,0 - 6.5 Silty SAND with Clay (SM): dark medium brown, dry to damp, medium dense; fine- to coarse-grained, blocky, with clay development on ped faces, porous 6.5 - 11:0 Slightly Clayey Silty SAND (SM): medium orange brown, @ 9,0 feet damp to moist; abundant porosity (pores up to 1/8 inch 5.4 diameter at 10,0 feet) 11.0 - 14,0 OUATERNARY PAUBA FORMATION - WEATHERED LQJill Slightly Silty Well-graded SANDSTONE: light orange brown, moist, medium dense; coarse-grained with few fine grains, friable, slight primary porosity TOTAL DEPTH = 14,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk samples @ 2,0, 3.0 and 9,0 feet TP-15P 0,0 - 2,5 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose to medium dense; fine- to coarse-grained, blocky, abundant porosity and rootlets 2.5 - 8,0 Clayey SAND (SC): medium orange brown, moist, loose @ 6,0 feet to medium dense; fine- and very coarse-grained 13.5 80 - 12,0 OUATERNARY PAUBA FORMATION - WEATHERED LQJill Sandy SILTSTONE/Silty SANDSTONE: medium orange brown, moist, medium dense; fine- and coarse-grained, thinly bedded, micaceous, slight porosity, no porosity below 11,0 feet TOTAL DEPTH = 12,0 reet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk sample @ 6.0 feet PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 Plate A-34 / ~ I I I I I I I I I I L ~ ~ I I I I ~ I ! I I ~.' I , , I I I ! I { LOGS OF TEST PITS Test Pit .. Moisture Dry\..... Number Depth Descriptiou Content Density (ft) ("IoJ . (pel) .... TP-16P 0,0 - 1.0 OUATERNARY ALLUVIUM 10al) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity 1.0 - 6,0 Clayey SAND (SC): medium orange brown, upper 1,0 foot dry to damp, moist at 2,0 feet, loose to medium dense 6,0 - 11.0 OUA TERNARY P A UBA FORMATION - WEATHERED fQJill Clayey SANDSTONE/Silty SANDSTONE: light orange brown, moist, medium dense; fine- to very coarse-grained, slight pinhole porosity, contains approximately 3-inch thick brown silt lenses with manganese staining TOTAL DEPTH = 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-17P 0,0 - 2,0 OUATERNARY ALLUVIUM lOa]) Silty SAND (SM): light orange brown, dIY, loose; fine- to coarse-grained, blocky, abundant porosity and rootlets 2,0 - 7,0 OUATERNARY PAUBA FORMATION (Ons) Well-graded SANDSTONE: light orange brown, damp, medium dense; fine- and very coarse-grained, with gravel, horizontally bedded, slight porosity at 2,0 to 4,0 feet TOTAL DEPTH = 7.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk sample @ 3,0 feet PETRA GEOTECHNICAL, INC. J.N.241-01 JUNE 2001 Plate A-35 Q:> I I I I I ! I I I I I I I ~ '~ I I I i I i ~ ~ I I I , I I LOGS OF TEST PITS Test Pit .,.,. . . Moisture nry....... Number . Depth nescription Content Iiensil.y .'. (ft) <. (%) .:.. (pt!). ..,.'.. TP-18P 0.0 - 4,0 OUATERNARY ALLUVIUM (Oan Silty SAND (SM): medium brown, dry to damp, loose to medium dense; fine- to coarse-grained, blocky, abundant porosity and rootlets 4,0 - 8,0 Clayey Silty SAND (SM): medium orange brown, damp, medium dense; predominately coarse-grained, blocky, with clay development on ped faces, moderate porosity 8,0 - ] 1.0 OUATERNARY PAUBA FORMATION- COMPLETELY WEATHERED (ODS) Silty Well-graded SANDSTONE: medium orange brown, moist, medium dense; fine- and very coarse-grained, slight pinhole porosity 11.0 - 12,0 SILTSTONE: dark brown, moist, firm; manganese staining, slight porosity ]2,0 - 14.0 Silty SANDSTONE: light orange brown, moist, medium dense; fine- to coarse-grained, locally massive TOTAL DEPTH = 14.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP- 1 9P 0.0 - 5.0 OUATERNARY ALLUVIUM man Silty SAND (SM): dark medium brown, dry to damp, loose; abundant porosity, moist at 4,0 feet 5.0 - 8,5 Clayey SAND/Silty SAND (SC/SM): medium orange @ 5,0 feet brown, damp, loose to medium dense; fine- to very coarse- 5.1 grained, blocky, abundant porosity, pores to 1/8 inch diameter at 8,0 feet 8,5 - ]3,5 OUATERNARY PAUBA FORMATION- @ 9,5 feet COMPLETELY WEATHERED (Ops) 4,8 Silty Well-graded SANDSTONE: light orange brown, damp to moist, medium dense; fine- to coarse-grained, few 2-inch gravel, non indurated, with exception of silty pieces, slight to moderate porosity TOTAL DEPTH = 13.5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED Bulk samples@ 7.0 and 9,5 feet I I PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 Plate A-36 S1- I i I I I ~ I I. I I ~ I I , \ I I II . I I I L ~..., ~ I I I I I I LOGS OF TEST PITS TestPit M.'t . ..Dh........ OIS ure . Number Depth I>esct-iption Content Density (ft) . '" ........ .. . ..(%) (pet) '" TP-20P 0,0 - 3,5 OUATERNARY ALLUVIUM 10al) Silty SAND (SM): dark to medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity, damp below 2,0 feet 3,5 - 7,5 Clayey SAND (SC): medium orange brown, moist, @ 4.5 feet medium dense; fine- to coarse-grained, blocky, moderate ] 1.0 123.4 porosity @ 6.0 feet 10.2 104,1 7.5 - 11.0 OUATERNARY PAUBA FORMATION- @ 8,0 feet COMPLETELY WEATHERED lOps) 7.3 ]24.6 Silty SANDSTONE: light yellow brown, damp to moist, medium dense; fine- to very coarse-grained, slight porosity 11.0-13,0 Silty SANDSTONE: light yellow brown, damp to moist, medium dense; fine- to very coarse-grained, TOTAL DEPTH = 13,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-2IP 0,0 - 3,5 OUA TERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity and rootlets, damp at 2,5 feet 3.5 - 6,0 Clayey SAND (SC): orange brown, damp to moist, loose to medium dense; slightly blocky, moderate porosity, clay development around root casts 6,0 - 8,0 OUATERNARY PAUBA FORMATION lOps) Silty SANDSTONE: yellow brown, moist, medium dense; fine- to coarse-grained, clay development around root casts, firm digging, weathered in upper 1,0 foot TOTAL DEPTH = 8,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC. J.N. 241-01 JUNE. 2001 Plate A-37 ~ , , I r I I I I I L I l. , , I ! , I I I \ I I I I I II I I ~ LOGS OF TEST PITS Test Pit . '.' ..... ..... . Moisture . ..... i])ryi'. .-.. . .. . Number Depth Des~riptioli . Content .'. ])~usity i (ft). ... >. .... ....... .... . ..' . (%) (peO '. TP-22P 0.0 - 10,0 ARTIFICIAL FILL (Aru) Silty SAND/Well-graded SAND (SM/SW): light to dark brown and orange brown, dry to moist, loose; fine- to very coarse-grained, horizontally layered 10,0 - 11.0 OUATERNARY PAUBA FORMATION (Ops). SILTSTONE: light yellow brown, moist, firm to very firm; micaceous, laminated, manganese staining TOTAL DEPTH = 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-23P 0,0 - 4.0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity 4.0 - 8,0 OUATERNARY PAUBA FORMATION - WEATHERED @ 5,0 feet (QIW 10,9 104,8 Silty SANDSTONE: medium yellow brown, damp, medium dense; slightly blocky, slightly porous, pores to 1/8 inch diameter down to 7,0 feet 8,0 - 9.5 Interlayered Silty SANDSTONE/SILTSTONE: light @ 8,0 feet yellow brown, damp, medium dense to dense; laminated 23,6 89,7 TOTAL DEPTH = 9,5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED JUNE 2001 Plate A-38 g<\ PETRA GEOTEC':INICAL, INC J.N.241-01 , , I I I I I I t. I I , I I , I I I i I I I [ I I I i I ! I I I I LOGS OF TEST PITS TestPit ... . ...... . .. .'. MoistiIre ....my Number. Deptb . Description Content Density .... (ft) ..... . .. ........ .. . . .. . . (%) (lief) ... .. TP-24P 0,0 - 3,0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity 3,0 - 5.0 Clayey SAND (SC): medium orange brown, damp, medium dense; moderate porosity 5,0 - 7,0 OUATERNARY PAUBA FORMATION - WEATHERED {QJill Silty SANDSTONE: medium yellow brown, damp to moist, medium dense; slight porosity 7.0 - 11.0 Silty SANDSTONE: medium light yellow brown, moist, dense; horizontally laminated TOTAL DEPTH ~ 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-25P 0,0 - 3,5 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry to damp, loose; abundant porosity, moisture increases at 3,0 feet 3,5 - 9,0 Silty SAND/Clayey SAND (SM/SC): medium orange @ 4.0 feet brown, moist, medium dense to dense; fine- to very 5,7 120,1 coarse-grained, slightly porous, 1/8 inch diameter pore at 8,0 feet 9,0-11.0 OUATERNARY PAUBA FORMATION (Ops) Silty Well-graded SANDSTONE: light orange brown, moist, dense; fine- to coarse-grained, horizontally laminated TOTAL DEPTH ~ 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC. J.N. 241-01 JUNE 2001 Plate A-39 ~ I I I I I I I I I I I I I II I I I I I I LOGS OF TEST PITS Test Pit ., .. .....: ': . :,'. . .. Moisture ,. . J)ty:) Number Depth. Description " . . ., ".D~ri~Ity . Content . .(ft) , ., .... . .,:.(%)> . ,...,>..(pd). TP-26P 0.0 - 3.0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity 3.0 - 4.0 Silty SAND (SM): medium orange brown, damp to moist, loose to medium dense; fine- to coarse-grained, blocky, moderate porosity 4,0 - 5,0 OUATERNARY PAUBA FORMATION (Ops) Silty SANDSTONE: medium brown, dry, loose; fine- to coarse-grained, horizontally laminated TOTAL DEPTH = 5,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-27P 0,0 - 3.5 OUATERNARY ALLUVIUM (Oa\) Silty SAND (SM): medium brown, dry to damp, loose; fine- to coarse-grained, abundant porosity, blocky 3.5 - 6,0 Clayey SAND (SC): medium orange brown, moist, medium dense; fine- to very coarse-grained, blocky, moderate porosity, cemented, clay development on ped faces 6,0 - 9,0 OUATERNARY PAUBA FORMATION - WEATHERED LQIill Clayey SANDSTONE/Silty SANDSTONE: medium orange brown, moist, medium dense; fine- to very coarse- grained, moderate porosity, blocky, clay development on ped faces 9,0 - 9,5 OUATERNARY PAUBA FORMATION (Ops) Clayey SANDSTONE: orange brown, moist, dense; fine- to very coarse-grained, nonindurated TOTAL DEPTH = 9,5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-40 C\\ ~ I I I I I I , I I ~' ~ I i ~ I I ~ I \ , I , I , ! I I I ~ ~ LOGS OF TEST PITS .. .. . "'.".'.'0"" . Test Pit M:~isti.re ... ................Dfy.............i .......... Number nepth Descriptio n ..Ct)ntent. ....,QelIs1ry.... .. (ft) . .... ....... . . .. ..... ......(%).... <(pet) . TP-28P 0,0 - 3.0 OUATERNARY ALLUVIUM lOa\) Silty SAND (SM): medium brown, dry to damp, loose; blocky, abundant porosity 3,0 - 4,0 OUATERNARY PAUBA FORMATION - WEATHERED LQ1ill Clayey SANDSTONE: medium orange brown, moist, medium dense; fine- to coarse-grained, porous, blocky 4,0 - 5,0 SANDSTONE: yellow brown, damp, dense; fine- to very coarse-grained TOTAL DEPTH = 5,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-29P 0,0 - 4,0 OUATERNARY ALLUVIUM lOa\) Silty SAND (SM): dark orange brown, dry to damp, medium dense; blocky, moderately porous, clay development on ped faces, porosity decreasing at 8,0 feet 4,5 - 8,0 Silty SAND (SM): dark orange brown, dry to damp, medium dense; blocky, moderately porous, clay development on ped faces @ 8,0 feet: porosity decreasing 8.5 - 9,5 OUATERNARY PAUBA FORMATION lOps) SANDSTONE yellow brown, damp, dense; fine- to very coarse-grained TOTAL DEPTH = 9.5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC. J.N.241-01 JUNE 2001 Plate A-4b:p ~ I ! I ; I I ! I I I I I I ~ I I I I I i ~. I ! I I I I I I I LOGS OF TEST PITS Test Pit ,. '. .:. l\1oistllre ... .....".p~~,i.... Number D~pth . Description Corit~rit ..p~~~ity .. (ft) . " , ('Yo) . :i .. (p~f)( , TP-30P 0,0 - 4,0 OUATERNARY ALLUVIUM (Oal) @ 2,0 feet Clayey SAND/Silty SAND (SC/SM): medium dark orange 2,9 100.0 brown, moist, medium dense; fine- to coarse-grained, moderate porosity, blocky, clay development on ped faces @ 4,0 feet and around root casts, 1/16 inch diameter pores to 8,0 feet 5.5 116.4 @ 6,0 feet 10.1 105.5 4.0 - 8,0 OUATERNARY PAUBA FORMATION- COMPLETELY WEATHERED (Ops) Clayey Silty SANDSTONE: medium dark orange brown, moist, medium dense; fine- to coarse-grained, blocky, moderate porosity, clay development around root casts and ped faces, 1/1 6-inch diameter pores to 8,0 feet 8,0 - 10,0 OUATERNARY PAUBA FORMATION (Ons) Silty/Clayey SANDSTONE: light orange brown, damp to moist, dense; blocky, clay development on ped faces TOTAL DEPTH = 10,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-31P 0,0 - 4,5 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity, damp at 3,0 feet, carbonate cemented, carbonate-rich at 5.0 feet, clay development on ped faces 4.5 - 6.0 OUATERNARY PAUBA FORMATION - WEATHERED LQIill Clayey Silty SANDSTONE: slightly orange brown, damp, medium dense; carbonate cemented, very blocky, 2-inch prismatic blocks with clay and carbonate stringers on ped faces 6,0 - 8,5 OUATERNARY PAUBA FORMATION (Ops) Clayey SILTSTONE: yellow brown, moist, hard; laminated, manganese staining TOTAL DEPTH = 8.5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-42 ~ ~. I I I I . I i ~,. I ! ~ ~ I I ~ I I - L. I I' I I I - I ., I LOGS OF TEST PITS Test Pit . . Moisture. . .,.. '..Yfr< Number Depth Descriptiou Content .l)ensi.!y .,... . (ft) , .,. . ... . , }(o;.t '. .. . (pet) . TP-32P 0.0 - 3,0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, moist, loose; abundant porosity 3,0 - 5,0 Clayey SAND (SC): dark orange brown, moist, loose to medium dense; fine- to coarse-grained, abundant porosity 5,0 - 12.0 OUATERNARY PAUBA FORMATION - WEATHERED (QJill Clayey SANDSTONE: dark orange brown, damp, dense; very blocky (1- to 2-inch prisms), with clay and carbonate stringers on ped faces, slightly porous, with carbonate- lined root casts, porosity decreasing to slight pinhole at 9.0 feet, difficult digging at 11,0 feet, still slight porosity at 12,0 feet TOTAL DEPTH = 12,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-33P 0,0 - 3,0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, moist, loose; abundant porosity 3,0 - 6,0 Silty SAND (SM): medium orange brown, damp, dense; @ 5,0 feet porous, blocky 7,3 108.4 6.0 - 9,0 Silty SAND (SM): medium orange brown, damp, medium @ 8,0 feet dense; slight porosity 6,0 117.7 9,0-11.0 OUATERNARY PAUBA FORMATION - WEATHERED (QJill Silty Well-graded SANDSTONE: light orange brown, moist, medium dense; slight porosity, mottled coloring 11.0 - 12,0 Well-graded SANDSTONE: light orange brown, moist, dense; fine- to very coarse-grained, nonindurated, nonporous TOTAL DEPTH = 12,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC. J.N.241-01 JUNE 2001 Plate A-43 G.A, I I ~ I I I I I ~ ~ ~ ~. I I ~ ,I I I I I I , I , I I I I I i. LOGS OF TEST PITS .... . ll\1oi~ture .. ...,. Test Pit ." ........~r~li9> Number Depth Description Content (rt) (%) . .' ..........(pdJ TP-34P 0.0 - 2,5 OUATERNARY ALLUVIUM 10al) Silty SAND (SM): medium brown, dry to damp, loose; abundant porosity 2,5 - 5,0 Clayey SAND (SC): medium orange brown, moist, loose; fine- to very coarse-grained, moderately porous, manganese staining 5,0 - 5,5 Well-graded SAND (SW) 5.5 - 8,0 Silty Well-graded SAND (SW): medium orange brown, moist, medium dense; slightly porous, carbonate stringers, manganese staining, with sill lenses 8,0 - ] 1.0 OUATERNARY PAUBA FORMATION - WEATHERED (Q!ill Silty SANDSTONE: light medium orange brown, moist, medium dense to dense; slightly porous, manganese and . carbonate deposits, with silt lenses ] 1.0 - 12,0 Silty SANDSTONE: light medium orange brown, moist, medium dense to dense; manganese and carbonate deposits, with sill lenses TOTAL DEPTH = 12.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-35P 0,0 - 4,0 OUATERNARY ALLUVIUM lOa)) Silty SAND (SM): medium brown, dry to damp, loose; abundant porosity 4,0 - 8.0 Clayey SAND (SC): dark orange brown, moist, loose; moderate porosity, 1/8 inch diameter pores at 7,0 feet 8,0 - 11.0 OUATERNARY PAUBA FORMATION - WEATHERED (Q!ill Clayey SANDSTONE: light medium orange brown, moist, medium dense to dense; fine- to very coarse-grained, non indurated, slight porosity 11.0 - 14,0 Clayey Well-graded SANDSTONE: light medium orange brown, moist, dense; friable TOTAL DEPTH = 14,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC. J.N.241-01 JUNE 2001 Plate A-44 /' <\? I I I I I I l l I ! I ! I I i I I I I I L I t' ~ I ! I I I t ~ LOGS OF TEST PITS Test Pit . . . Moisture 'I.i.' I)~)'i Number. Depth .Description Content De"sity . (ft} ." (0/0) ..,.....(pc6......... TP-36P 0,0 - 3.0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity 3,0 - 4,0 Clayey SAND/Silty SAND (SC/SM): dark orange brown, dry to damp, medium dense; fine- to coarse-grained, very blocky, carbonate stringers, moderately porous 4.0 - 5,0 OUATERNARY PAUBA FORMATION - WEATHERED (QJill Clayey SANDSTONE: red brown, damp, dense; blocky, with 2-inch prismatic blocks, with clay development and carbonate stringers on ped faces TOTAL DEPTH = 5,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-37P 0,0 - 2,5 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry, loose; fine- to coarse-grained, blocky, abundant porosity 2.5 - 7,0 Clayey SAND (SC): medium brown, moist, loose to medium dense; fine- and very coarse-grained, moderate porosity, very clayey at6,O feet 7.0 - 8,0 OUATERNARY PAUBA FORMATION - WEATHERED (QJill Silty SANDSTONE/SILTSTONE: light yellow brown, damp to moist, medium dense to dense; slightly porous, few rootlets 8,0 - 9,0 Silty SANDSTONE: medium yellow brown, moist, dense; fine- to very coarse-grained, slightly blocky TOTAL DEPTH = 9,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-45 C\~ I I I I I I I I I I I I I ;, , I t I I I II I ( LOGS OF TEST PITS Test Pit Moisture .1'. .....> I .... Dry Number Depth Description Coutent ' D~ri~ify .. (ft) , ..('Yo) .r.I}'." . , pc'. . TP-38P 0,0 - 4,0 OUA TERNARY ALLUVIUM 10al) Silty SAND (SM): medium brown, dry, loose; abundant porosity 4,0 - 6,0 Clayey SAND/Silty SAND (SC/SM): medium orange brown, damp, loose to medium dense; blocky, moderately porous 6.0 - 6.5 Clayey SAND (Se): brownish orange, moist, medium dense 6.5 - 8,0 OUATERNARY PAUBA FORMATION lOps) Clayey Silty SANDSTONE: light yeJlow brown, damp, dense; fine- to coarse-grained, blocky, weathered in upper 1.0 foot TOTAL DEPTH =,8,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-39P 0,0 - 6,0 OllATERNARY ALLUVIllM 10al) Silty SAND (SM): brown, slightly moist, loose to medium dense; fine- to coarse-grained, porous, roots, mottled 6.0 - 8,0 desiccated zone, moist, grey brown, pin-point porosity, medium dense to dense 8,0 - 10,0 OUATERJ'IARY PAUBA FORMATION - WEATHERED fQ1ill Silty SANDSTONE: light orange brown, moist, dense; fine-grained, massive, desiccated, scattered manganese staining 10,0 - 13.0 SANDSTONE: light orange brown, moist, dense; minor pin-point porosity TOTAL DEPTH = 13,0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC "j.N.241-01 JUNE 2001 Plate A-46 ",'\ I I I 1 I ! I I I I I , , , I I , , I I I I ~... I I I , I I i , ~ LOGS OF TEST PITS TesfPit . ... M(jisture I: Dry Number Depth Description .Cohtent I .J)~~sity (ft).. . ... . ... (%) . . . (Ilct) TP-40P 0.0 -7.0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): brown, slightly moist, medium dense; fine- to coarse-grained, very porous, rootlets 7.0 - 10.0 SAND (SP): light orange brown, moist, medium dense; fine- to very coarse-grained 10.0 - 13.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm SANDSTONE: light orange brown, moist, medium dense to dense; fine- to very coarse-grained, slight porosity 13.0 - 14.0 SANDSTONE: light orange to grey, moist, dense; fine- to very coarse-grained, massive TOTAL DEPTH = 14.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-4IP 0.0 - 2.0 OUA TERNARY ALLUVIUM (Oa]) Silty SAND (SM): brown, dry to slightly moist, medium dense; fine- to coarse-grained, porous, desiccated at 2.0 feet 2.0 - 4.0 Silty SAND (SM): light orange brown, moist, medium dense; minor clay, desiccated root-hair casts, pin-point porosity 4.0 - 7.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm SANDSTONE: light orange brown, moist, dense to very dense; fine- to coarse-grained, slight pin-point porosity 7.0 - 10.0 Clayey SANDSTONE: mottled grey to orange brown, moist, dense; desiccated, minor porosity TOTAL DEPTH = 10.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 Plate A~47 ~ I I I I I I I I I I I I I \ , I , I i I I i ~ LOGS OF TEST PITS TestPit .. . i... . . I> . Moisture .. Ilry i Number :. fJ~pth . I D~scription . Content Dens~ty (ft) !.. . . . : . (%) . (Pet) ... TP-42P 0.0 - 3.0 OUATERNARY ALLUVIUM roal) Silty SAND (SM): brown, dry to slightly moist, loose to medium dense; fine- to coarse-grained, porous 3.0 - 7.0 Silty SAND (SM): light orange brown, moist, medium dense; desiccated, slight pin-point porosity 7.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm SANDSTONE: light yellow brown, moist, medium dense; fine- to very coarse-grained, no porosity TOTAL DEPTH = 9.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-43P 0.0 - 5.0 OUA TERNARY ALLUVIUM (Oal) Silty SAND (SM): brown, slightly moist, loose to medium dense; fine- to coarse-grained, porous 5.0 - 7.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm SANDSTONE: light orange brown, moist, medium dense; desiccated, pin-point porosity 7.0 - 9.0 Silty SANDSTONE: yellow brown, damp, dense; fine- to very coarse-grained, massive, little or no porosity TOTAL DEPTH = 9.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-44P 0.0 - 2.0 TOPSOIL Silty SAND (SM): brown, dry to slightly moist, loose, porous 2.0 -4.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Clayey SANDSTONE: orange brown, moist, dense; fine- to very coarse-grained TOTAL DEPTH = 4.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 Plate A-48 ~ ~ ~ I [ I I I - I I I ~ I I ~ I I I I ~ I I - I I , I I. I II ( LOGS OF TEST PITS TestPit i" . Moisture .. . pry '. Number. Depth Description Content . Density . (ft) ..' ... ,:. ,:< (%) . : (lief),. TP-45P 0.0 - 8.0 OUATERNARY ALLUVIUM fOal) Silty SAND (SM): brown, dry to slightly moist, loose to desiccated; porous, roots 8.0 - 10.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm SANDSTONE: light orange brown, moist, dense; medium- to very coarse-grained, minor silt TOTAL DEPTH = 10.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-46P 0.0 - 10.0 OUATERNARY ALLUVIUM fOal) Silty SAND/Sandy SILT (SM/ML): mottled brown to dark brown, moist, loose; minor porosity @ 3.0 feet: minor cobbles @ 4.0 feet: becomes desiccated, porous, mottled grey to orange brown 10.0 - 12.0 OUATERNARY PAUBA FORMATION fOps) Clayey SILTSTONE: yellow brown, moist, dense; massive TOTAL DEPTH = 12.0 feet NO GROUNDWATER TEST PIT BACKFILLED TP-47P 0.0 - 5.0 OUATERNARY ALLUVIUM fOal) Silty SAND (SM): mottled brown grey, moist, loose; porous, minor clay 5.0 - 7.0 OUATERNARY PAUBA FORMATION fOps) SANDSTONE: grey, damp, dense; massive TOTAL DEPTH = 7.0 feet NO GROUNDWATER TEST PIT BACKFILLED JUNE 2001 Plate A-49 \W PETRA GEOTECHNICAL, INC J.N. 241-01 I I ~ I I I I I I I ~. I I I I I I I I I I I I I i Ii I, I I: I , II I LOGS OF TEST PITS TestPlt :". ::. ii . .. " . ": ...:',.. .<>< 1\1oisthre '.......Dry..:.' .. Number Depth . . Ilesci'iption Content .De~sity . .',. .' (ft) . " . ..,..'. . .("Ioj (Ilet) .'.. TP-48P 0.0 - 12.0 OUATERNARY ALLUVIUM fOal) Clayey Silty SAND (SM): mottled grey brown, moist, medium dense; fine- to coarse-grained, micaceous, crudely layered @ 8.0 - 9.0 feet: organic layer, dark grey @ 10.0 feet: becomes moist 12.0 - 15.0 Silty SAND (SM): brown, moist, medium dense; fine- to coarse-grained , TOTAL DEPTH = 15.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-49P 0.0 - 4.5 OUATERNARY ALLUVIUM fOal) Silty SAND (SM): brown, dry to slightly damp, loose to desiccated; porous, roots @ 2.5 feet: moist 4.5 - 8.5 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty SANDSTONE: orange brown, moist, medium dense; fine- to coarse-grained 8.5 - 10.5 SANDSTONE: yellow brown, damp, dense; tine- to very coarse-grained, friable, micaceous TOTAL DEPTH = 10.5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 Plate A-50 \0\ I~ ~ I , I I I ~.. I I , I [ ~ I I ~ ~ I [ ~..' I I I i I I - , LOGS OF TEST PITS Test Pit ' . Moisture '. .. '> Dry Number Depth . Descdption Content Density . . (ft)., :.,' . .' . ,:. .' . ".,.:..... .}f%). . <fpet) TP-50P 0.0 - 6.0 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Oeol) Silty SAND (SM): brown, dry to slightly moist, loose to medium dense; desiccated @ 3.0 feet: desiccated, roots, porous @ 4.0 feet: color change to orange grey brown, mottled 6.0 - 8.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm SANDSTONE: orange brown, moist, dense; fine- to very coarse-grained, no porosity 8.0 - 9.0 SANDSTONE: yellow brown, damp to moist, dense; massive TOTAL DEPTH = 9.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-51P 0.0 - 4.5 OUATERNARY ALLUVIUM fOal) Silty SAND/Sandy SILT (SM/ML): brown to grey brown, dry to moist, loose to desiccated; fine- to coarse-grained, porous, minor rootlets 4.5 - 12.0 Silty SAND (SM): orange brown, moist, medium dense; fine- to very coarse-grained, micaceous @ 6.0 feet: minor well-rounded gravel, some 3 inches in diameter, minor clay 12.0 - 13.0 Gravelly SAND (SW): very coarse, moist, medium dense 13.0 - 15.0 OUATERNARY PAUBA FORMATION (Ops) SANDSTONE: light grey to yellow brown, slightly moist, dense; fine- to very coarse-grained, friable, massive TOTAL DEPTH = 15.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-51 WV I II I I I , , I : I I I ! I , I , I I I l I ( I I I I I I LOGS OF TEST PITS Test Pit ....'. .' ......'.'.: ". Maistfiie ./ Qryti'. Deserippon " ------..... Number. Depth Content' . ."p~nsjtY :.: . .,.. (fi).. ....".,.. ... , ....... '('Yo) ..,. ." ,i(pe!):, ... ".....--.:. TP-52P 0.0 - 1.5 OUATERNARY COLLUVIUM (Ocol) Silty SAND (SM): olive brown, slightly moist, medium dense; fine- to medium-grained, sparsely porous, some rootlets 1.5 - 3.5 OUATERNARY PAUBA FORMATION - WEATHERED @3.0 LQJm 8.0 107.6 Silty SANDSTONE/Sandy SILTSTONE: olive brown, slightly moist, dense (soft); sand is fine- to medium- grained, sparsely micaceous, frequent carbonate-lined dessication cracks, some clay development on ped faces, sparsely porous, locally massive 3.5 - 7.5 OUATERNARY PAUBA FORMATION (Ops) Silty SANDSTONE: reddish light olive brown, slightly moist, very dense (soft to moderately hard); fine-grained, with less than 5% medium- to coarse-grained sand, maSSIve 7.5-11.0 SANDSTONE: pale olive brown, dry, medium dense to dense (soft); fine- to very coarse-grained, sparsely micaceous, trace silt 11.0 - 12.0 Silty SANDSTONE: olive brown, slightly moist to moist, dense (soft); fine-grained, moderately micaceous @ 11.0 - 11.5 feet: abundant clay development on ped faces, trace iron staining 12.0 - 15.0 SANDSTONE: light olive brown, dry, medium dense to dense; fine- to very coarse-grained @ 14.0 feet: less than 5% fine gravel TOTAL DEPTH = 15.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 . Plate A-52 \.011 ~ , I I I , I l. I I I I ~ I I ~ I I ~ I t I i I I I I I I LOGS OF TEST PITS Test Pit Moisture !Dry .. Number Depth De.scription Content. . 'D~1~ilr (ftr '. . . >. < eM .. (pet)> . TP-53P 0.0 - 2.0 OUATERNARY COLLUVIUM (Ocol) Silty SAND (SM): greyish brown, slightly moist to moist, medium dense; fine- to coarse-grained, very highly porous, some rootlets 2.0 - 5.0 Silty SAND (SM): olive brown, moist, medium dense to @2.0 dense; fine- to medium-grained, very highly porous, trace 6.1 105.6 rootlets 5.0-7.0 OUATERNARY PAUBA FORMATION" WEATHERED LQJm Silty SANDSTONE: olive brown, slightly moist, dense (soft); sand is fine-grained, sparsely micaceous, sparsely porous 7.5 - 11.5 OUATERNARY PAUBA FORMATION (Ops) SANDSTONE: pale to light olive brown, dry, medium dense to dense; fine- to very coarse-grained, trace silt 11.5 - 13.0 Silty SANDSTONE: olive brown, moist, very stiff; sand is fine-grained, micaceous, trace manganese and iron staining, infrequent carbonate-lining desiccation cracks 13.0 - 15.0 Silty SANDSTONE: olive brown, slightly moist to moist, dense; fine-grained, with 5 to 10% medium- to coarse- grained sand @ 14.0 feet: fine- to medium-grained TOTAL DEPTH = 15.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 Plate A-53 \U\ I I I I I I I I I ! I , , I I I I I I , I I I I I I I I LOGS OF TEST PITS TestPif .,' . 2 '. )VJ~~sthre .. I~ryi'." Number Depth . . Description C;oiltel1f. I<D~?S!~ · '. .' (ft). ". . '.... .' . ..' .'.(%l < (pct) < TP-54P 0.0 - 1.0 OUATERNARY COLLUVIUM (Oeol) Silty SAND (SM): light greyish brown, dry, medium dense; fine- to medium-grained, porous, abundant rootlets 1.0 - 3.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty SANDSTONE: light olive brown to greyish brown, dry to slightly moist, medium dense; very fine-grained, sparsely micaceous, infrequent carbonate-lined desiccation cracks 3.0 - 5.5 Silty SANDSTONE: reddish olive brown, slightly moist, medium dense to dense; fine- to coarse-grained, moderately porous, sparse rootlets 5.5 - 10.0 OUATERNARY PAUBA FORMATION lOps) Sandy SILTSTONE: light olive brown, dry to slightly moist, moderately hard; sparsely micaceous, infrequent carbonate-infilled desiccation cracks . 10.0 - 12.0 Silty SANDSTONE: light olive brown, dry to slightly moist, dense (soft); fine-grained 12.0 - 14.0 SANDSTONE: pale olive brown, dry, medium dense to dense; fine- to medium-grained, trace silt 14.0 - 15.0 Sandy SILTSTONE: reddish olive brown, moist, very stiff; sand is fine-grained, moderately micaceous TOTAL DEPTH = 15.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 Plate A-~~ ~ LOGS OF TEST PITS I . MoiSture . ...-....,,,.... ,.-.... Test Pit. <D ........... ,.:xy" .(:' Number Depth I Description Content. p~#sity (ft) ". C%). . /(pct) TP-55P 0.0 - 4.0 OUA TERNARY COLLUVIUM (Ocol) Silty SAND (SM): olive brown to greyish brown, slightly moist to moist, medium dense; fine-grained, with less than 5% medium- to coarse-grained sand, abundant porosity, with pores up to lI4-inch diameter, abundant rootlets 4.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty SANDSTONE: reddish olive brown, slightly moist, medium dense; fine- to medium-grained, variable porosity, with infrequent pores up to lI2-inch diameter, some clay development on ped faces, trace rootlets 9.0 - 10.0 OUATERNARY PAUBA FORMATION (Oos) Sandy SILTSTONE: light olive brown, dry to slightly moist, hard; sand is fine-grained, micaceous 10.0 - 13.0 Silty SANDSTONE/SANDSTONE: pale olive brown, dry to slightly moist, very dense; very fine-grained, moderately micaceous @ 11.0 feet: slightly indurated 13.0 - 14.0 Sandy SILTSTONE: olive brown, moist, very hard; sand is fine-grained, moderately micaceous 14.0 - 15.0 SANDSTONE: pale olive brown, dry to slightly moist, medium dense to dense; fine- to medium-grained TOTAL DEPTH = 15.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED . . . I . l. , , ~ . , I . I , . I I ~ ~"" . I , , ,. . . · PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 . Plate A-5\~ .. I I I I I , I I I i ~ , I I , I I ! ~ I , I I I I I I I I I I I I LOGS OF TEST PITS .... . . , . .....,.,. Moisture' . . 'iIlI'Y.'.. Test Pit . . Number Depth . Description. Conte!lt "I:le~s~ty (ft) . " '.' .', .,.. ',' . '.. ("Jo) '?(Jim TP-56P 0.0 - 1.0 OUATERNARY COLLUVIUM (Oeol) Silty SAND (SM): greyish brown, slightly moist, medium dense; highly porous, some rootlets 1.0-7.5 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty SANDSTONE: olive brown, slightly moist to moist, medium dense to dense; fine-grained, with 5 to 10% medium- to coarse-grained sand, porous, some clay development on ped faces @ 5.0 - 7.5 feet: reddish olive brown; fine- to coarse- grained 7.5 - 9.0 OUATERNARY PAUBA FORMATION (ODS) Silty SANDSTONE: light olive brown, slightly moist, dense to very dense; fine- to coarse-grained 9.0 - 15.0 Silty SANDSTONE: light olive brown, slightly moist, very stiff; sand is very fine-grained, moderately micaceous @ 10"0 feet: slightly indurated TOTAL DEPTH = 15.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-57P 0.0 - 6.0 OUATERNARY COLLUVIUM (Ocol) @3.0 Silty SAND (SM): medium brown, dry, loose; porous, 8.0 112.4 abundant rootlets, moisture increases at 3.0 feet @5.0 10.7 108.5 6.0 - 14.0 Silty Well-graded SAND (SW): medium orange brown, @7.0 moist, loose to medium dense; nonindurated 10.9 101.6 TOTAL DEPTH = 14.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-56 \f>\ I I, I I I I I I I I I I I , , I , I I I I ~ LOGS OF TEST PITS Test Pit Moisture .. >]jfy .... Number Depth " Description Content .', neimt)i .'. (ft) . . '. ..." ..'.."...". '. . ..... (%) . ". (pet) ..,. TP-58P 0.0 - 4.0 OUATERNARY COLLUVIUM fOco!) Silty SAND (SM): medium brown, dry, loose; porous, blocky, abundant rootlets, moisture increases at 3.0 feet 4.0 - 9.0 Silty SAND (SM): medium orange brown, moist, loose to @5.0 medium dense 7.5 104.7 @7.0 11.3 109.6 9.0 - 14.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty Well-graded SANDSTONE: light orange brown, moist, medium dense; non indurated TOTAL DEPTH = 14.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-59P 0.0 - 5.0 OUATERNARY COLLUVIUM roco!) Silty SAND (SM): medium brown, dry to damp, loose 5.0 - 6.0 Silty SAND (SM): medium orange brown, moist; @5.0 non indurated, abundant porosity and rootlets 4.7 99.7 6.0 - 8.0 OUATERNARY ALLUVIUM (Oal) @7.0 Silty SAND (SM): orange brown, damp to moist, medium 5.0 100.3 dense; slightly porous 8.0 - 13.5 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty SANDSTONE: light orange brown, moist, medium dense; non indurated TOTAL DEPTH 13.5 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-57 ~ I :. I I I I I I I ! , I I , I I ~ , ( I I I I I I I I ~ LOGS OF TEST PITS . TestPi( '.. . . MoistUre' . D ..,.....ry. Number .... Depth . Description Conte.-lt . ......D~iisjty . .,.'(ft) . .' ". '. . ' (%) < (Ilct) TP-60P 0.0 - 9.0 OUATERNARY ALLUVIUM roal) Silty SAND (SM): medium brown, dry to damp, loose to medium dense; abundant porosity, slightly blocky 9.0-11.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty Well-graded SANDSTONE: light medium orange brown, moist, medium dense; slightly blocky, moderately porous TOTAL DEPTH = 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-6IP 0.0 - 4.0 OUATERNARY ALLUVIUM (Oal) @3.0 Silty SAND (SM): medium brown, damp, loose; 6.1 101.1 desiccated, blocky, abundant porosity 4.0 - 6.0 Silty SAND (SM): medium orange brown, damp to moist, @5.0 medium dense 7.1 101.6 6.0 -7.0 OUA TERNARY P A UBA FORMA nON - WEATHERED @7.0 LQJm 8.2 97.6 Silty Well-graded SANDSTONE: light to medium orange brown, moist, medium dense; massive slightly porous TOTAL DEPTH = 7.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-62P 0.0 -7.0 OUATERNARY ALLUVIUM (Oal) Silty SAND (SM): medium brown, dry to damp, loose; blocky, abundant porosity, clay development on ped faces 7.0 - 9.0 Silty SAND (SM): medium orange brown, dry to damp, medium dense; blocky, moderately porous, with clay development on ped faces 9.0-11.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty/Clayey SANDSTONE: light yellow brown, damp, medium dense; fine- to medium-grained, massive slightly blocky, slightly porous TOTAL DEPTH = 11.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-58 \&\i , I , I I I I L , I I I I , I I ~ ~ I ,.< i... I : I I I I ! ~ LOGS OF TEST PITS Test Pit ....., '.:' . "."... . Mriistllre . ..'./R~r\ "',. . Number,'. Depth Description Cout~nt >J)el1s~ty , (ft) . ...:'>.'..:...........,....,. . ..".: ". .,., (%1 ./(!l~t) .,... .,. TP-63P 0.0 - 3.0 OUATERNARY COLLUVIUM (Ocol) Silty SAND (SM): medium brown, dry to damp, loose; predominately fine-grained, slightly blocky, abundant porosity 3.0 -7.0 Clayey Silty SAND (SM): dark brown, dry, medium dense; moderately porous, clay development on ped faces 7.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Clayey SANDSTONE: dark brown, dry, medium dense, moderately porous, clay development on ped faces 9.0 - 10.0 OUATERNARY PAUBA FORMATION (ODS) Clayey SANDSTONE: yellow brown, moist, dense TOTAL DEPTH = 10.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-64P 0.0 - 5.0 OUATERNARY ALLUVIUM roal) @4.0 Silty SAND (SM): medium brown, dry, loose; blocky, 8.8 106.7 abundant porosity 5.0 - 10.0 Clayey Silty SAND (SM): slightly orange brown, moist, @6.0 medium dense (cemented with clay); blocky, moderately 7.7 97.5 porous, clay development on ped faces @8.0 10.0 102.0 TOTAL DEPTH = 10.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED JUNE 2001 Plate A-59 \f) PETRA GEOTECHNICAL, INC J.N. 241-01 I I I I I I i 0.. - l I I I i I I I I I ! I I. , I ! I I I ~ I I LOGS OF TEST PITS Test Pit. ., ." .' Moist.ure ...<,.':Qry\..., Number . . Depth Description Content :geris~ty (ft) ....'. .. ". (%). I "'(pet). . TP-65P 0.0 - 4.0 OUATERNARY COLLUVIUM (Ocol) Silty SAND (SM): medium brown, dry to damp, loose to medium dense; fine- to coarse-grained, blocky, abundant porosi ty 4.0 -7.0 Clayey Silty SAND (SM): medium orange brown, dry to damp, loose to medium dense; moderately porous 7.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED LQJm Silty Well-graded SANDSTONE: light yellow brown, moist, medium dense; fine- to very coarse-grained, slightly blocky, moderately porous, porosity decreasing to slight pinhole porosity at 8.5 feet TOTAL DEPTH = 9.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED TP-66P I 0.0 - 5.0 OUATERNARY COLLUVIUM (Ocon Silty SAND (SM): medium brown, dry to damp, loose; slightly blocky, abundant porosity 5.0 - 9.0 Silty SAND (SM): medium orange brown, moist, loose; slightly indurated, moderately porous 9.0 - 12.0 OUATERNARY PAUBA FORMATION (ODS) Silty SANDSTONE: medium yellow brown, moist, dense; porous 9.0 - 11.0 feet TOTAL DEPTH = 12.0 feet NO GROUNDWATER ENCOUNTERED TEST PIT BACKFILLED PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2001 Plate A-60 \\\ I. I I II , I I I I I i I I i I ! I II II I , I I I I APPENDIX B LABORATORY TEST CRITERIA LABORATORY TEST DATA e PETRA \\1/ I I I I I I I I I I I I I I I I I I I I APPENDIX B LABORATORY TEST CRITERIA Soil Classification Soils encountered within the exploration borings andtest pits were initially classified in the field in general accordan<e with the visual-manual procedures of the Unified Soil Classification System (Test Method ASTM D2488-84). The samples were re-examined in the laboratory and the classifications reviewed and then revised where appropri~. The assigned group symbols are presented in the boring and test pit logs, Appendix A. In-Situ Moisture and Density Moisture content and unit dry density of in-place soil and bedrock materials were d:termined in representative strata. Test data are summarized in the boring and test pit logs, Appendix A. Laboratory Maximnm Dry Density Maximum dry density and optimum moisture content were determined for selected samples of soil and bedrock materials in accordance with ASTM Test Method D 1557-91. Pertinent test values are given on Plate B-1. Expansion Potential Expansion index tests were performed on selected samples of soil and bedrock materials in accordance with ASTM Test Method D4829-95. Expansion potential classifications were determined from UBC Table 18-I-B on the basis of the expansion index values. Test resulls and expansion potentials are presented on Plate B-1. Direct Shear The Coulomb shear strength parameters, angle of internal friction and cohesion, were determined for undisturbed samples and for samples remolded to 90 percent of maximum dry density. These tests were performed in general accordance with ASTM Test Method D3080-72. Three specimens were prepared for each test. The test specimens were artificially saturated and then sheared under varied normal loads at a maximum constant rate of strain of 0.05 inches per minute. Results are graphically presented on Plates B-2 and B-3. Consolidation Consolidation tests were performed in general accordance with ASTM Test Method D2435-80. Axial loads were applied in several increments to a laterally restrained I-inch-high sample. Loads were applied in a geometric progression by doubling the previous load and the resulling defonnations were recorded at selected time intervals. The test samples were inundated at a surcharge loading approximately equal to the existing or proposed total overburden pressures in order to evaluate the effects of a sudden increase in moisture content (collapse potential). Resulls of these tests are graphically presented on Plates B-4 througb B-19. PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 I I I I I I ,I : I I II I I I I I I I II I I LABORATORY MAXIMUM DRY DENSITY' Boring No. . . . . Optimum. ,.' .'. . IViaximUiri ....' Depth Soil Type Mo~sture __ Dry Density (feet) . . (%) '. ....(pcf){ B-2P@ 5.0 Silty SAND 9.5 131.5 B-8P@ 15.0 Clayey SANDSTONE 9.0 132.5 B-9P @ 35.0 SILTSTONE 8.5 133.0 EXPANSION INDEX TEST DATA' Boring No. Expansion Expansio~7 .:. Depth Soil Type Index Potentilir (feet) '. './ TP-37P @ 6 Clayey SAND 118 High B-2P @ 5.0 Silty SAND 8 Very Low B-8P @ 15.0 Clayey SANDSTONE 39 Low B-9P @ 35.0 SILTSTONE 61 Medium (I) PER TEST METHOD ASTM D 1557-91 (2) PER UNIFORM BUILDING CODE STANDARD TEST IS.2 (3) PER UBC TABLE IS-I.B . PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2001 \\'7 I I I I I I I I ~ ~ I l I I ~ ~ I \ ~ I l - I I I , ~ ~ w >- o '" <t a: ~ w n. 5,000 _ 4,500 4,000 3,500 o .2 ~ '" ~ Of 3,000 >- v c. w '0 ~ ~ o c. 2,500 (/) (/) UJ '" [;; 2,000 '" <: UJ :I: (/) 1,500 1,000 5007 o o .. .. - - ,- : .. .. - --1--- , -,.,--- -->---<-- : , I 1 -v /Vr I I 1,000 SAMPLE LOCATION . B-2P @ 8.0 ~ i:? NOTES: 9 ;; N a: <t w ;)j J.N.241-01 >- u ~ PETRA GEOTECHNICAL, INC. o - .. - 1-.. - .; - ~- _ ~ _ J._ .,--.,.- .J_ l_ , , _ _ _.... _,_ _ _ :.. _ _ L ..: _ _ .... ~ _ _ '- _ _..: ,_ J _ ...._,--,- - - ~ - .. - - - - - - ~ - - ,__._n_ .-- '--,- '___.__1_ - - -: -1- T" ..'-'-- _ _, L___ - -- -', -. - - ,,-- , - ~ - ~ - ,- I -1- .,. - - ,-,--- J_.l_ . ,-' - -- ,- - 1- ~ - - '-, '- - -r'--- - , , --T-"r--l-"-,-T- ,-----i ,-- - ._ _ ~ ._._ _ _ .. _ \..- -' _ 1__ J _ -- - ':-;-x- ".. - , ~~-~- ; I I I , .. L _ 1_ ~ .-;- -r-, - .' , /~ -~:-,~~: .' . - ..-v ::--v.. ,W?~:-- - _1__- l,nJ_ 1 - , ,-,-, I ~ : - I -- --'-r"! 2,000 3,000 4,000 5,000 NORMAL STRESS - pounds peT squore foot DESCRIPTION FRICTION ANGLE (0) COHESION (PSF) Silty Well-graded SAND 26 342 DIRECT SHEAR TEST DATA REMOLDED TEST SAMPLES June, 2001 PLATE B-2 \\1iI.. , ~ NOTES: " ;; N "' '" "' 'i J.N.241-01 e- o ii! PETRA GEOTECHNICAL, INC. is - I I I ~ I t ~ I ! ~ ~ I t I I I t I.' '. ~. . I , I I I I ~ e "' e- o '" <i "' e- "' 0. 15 .8 ~ >- ~ ~ cr ~ >- ~ a. ~ "0 ~ ~ o a. , , .. - - - - - - - - - - - .. - .. - - - .. .. - - - .. - .. " .. .. - . - .. .. - - - .. .. - - - - , c .. - - - - .. .. ,- .. .. - - - .. .. - .. - - , - , - l - - - - - - .. - - - - - .. - .. - - - - - - -. - , - - .. - .. .- .. - - - -, .. - - " - ,- 0 - .. , , - '- - .. - .. - c - - - - .. , - .. - - - - .. - - '- - - - - " - '- ~ , , , , , ... .. - - - " - .. . .. .. - - - - .. .. .... - .. , .. .. .. A , - .. , - - - . .. - - - .. - , , ,.. .. .. , - - .. .. , - -. - - - - ... - - .. ... .. - - .. .. .. .. - :7 - - - , - .. - - - - - .. ... .. - .. .. .. - .. .. - .. - , - - - - - - - - .. .. - , - - . ,/, .. - '- - , - , - - .. - .. - .. / ..., , .. - .. ... ... .. - ... - ... - .. - ... .. .. - ... - - - .' .. - .- .. - - - " - - .. , .. .. ... - - - - .. .. - .... .. , - c , - '- , .. , , - .. c ., - - - - - - - - - .. - - .. - - ... - - - .. - .- , - , - - - - - - .... - .. .. .. - - - .. - ... .. 1/ . .. .. .. - - - - - - ,. .. .. .. .. .. - .. - .. .. .. .. - .. - , - , - ..' - - - .. - , - - .. , , .. - - - ", r - - - - .. ,. .. . .. - .. .. - .. .'/ ... - - - .. .. .. - .. - - ... - - .. .. - ... - - - -/ - - , , , .. r , .. - c , - , - , .. .. .. - .. - .. .. , - ... , - - .- , - , - - ... - - - .. .. - - /.. .. - - , - - - - - - - - .. - - - .. - .. . .. - .. ... .. .. - .. " - - .. - , , . , , , , , .., v , , , - - ,. .. - .. - .. .. - - - - .. - .. .. - - r - - ; - , - .. ;;( - . .. .. , '- , .. , , , - ~ - ~ - -. - - - .. - .. - .. .. - , - .. - .. .., - - - - - - - ... ,"::- .. .. .. - .. - ... , , .. .. - - , .. , - " - , , , , - 71 . , , - - ... .. - - .. ... - - .. - - .. .. .- .. - , .. - .- .. - , - - . .. - - . , .. - .. .. '- , - - l - , . - - - - .. - - .. . - ... .. .. - .- - - - - .. - ~ .. ... , c - - , - , . /: - - , .. - .. .. , - . .. .. - .. .. - - .. c ..' , .. - , , - , - , - , , . ... - - - - : , , ",". , , - , ;/ ... .. .. - .. .' .. - ,- .. .. .. .. ," , l - , . . - , v - c - ... - .. - - , - - - , .. .. .. - .. .. .' . .. , .. - .. .. - , .. - - - , .. , - .. - - .. .. , - .. .. , - - .. . .. - .. .. - . .. .- - .. - ,.. - .. - - - .. .. .. - c - , , , .. - .. - .. ... .. - - - - .- , - , . - .- - - 0 I 0 0 2 0 0 0 3 0 0 0 4 OUU 5 0 5,000 4,500 4,000 3,500 3,000 2,500 '" '" "' '" f- '" 0:: 0:: "' :r: '" 2,000 1,500 1,000 500 o , 00 NORMAL STRESS - pounds per square foot SAMPLE LOCATION FRICTION ANGLE (0) COHESION (PSF) DESCRIPTION . BAP @ 35.0 Silty SAND 37 852 DIRECT SHEAR TEST DATA UNDISTURBED TEST SAMPLES June, 2001 PLATE B-3 \. ~ I I I i I I ~.. .~ I I ~ I t I t I I ~ ~.... I " " w ~ " I " .,. 0: I ~ w c. 0: " 9 I ; N Z " 0: ~ <n - is " '" ! " :J ~ 0 <n z 0 " 3.0 z Q f- -< Cl 4.0 ::i 0 CfJ Z 0 U f- 5.0 z "' u '" "' c.. 6.0 SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pcl) (%j (%j (ksl) . B-IOP @20.0 Silty SAND 119.3 6.3 42 5.60 0.18 0.35 44.8 0.7 1.4 2.8 5.6 11.2 22.4 0.0 I I I I I I I "- "- " '- 1.0 2.0 7.0 8.0 9.0 10.0 0.1 1 10 100 VERTICAL STRESS - kips pCI' squarc foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-4 *' I I I I I I I I I I II I I I I e " ~ f- 0 " '" I a: f- w <L ~ <L " II ~ ~ N Z " a: f- I <n z 0 " '" 0 ::; I 0 <n z 0 u SAMPLE LOCATION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pc!) (%j (%j (ks!) MATERIAL DESCRIPTION . B-IIP@15.0 Well-graded SANDSTO E 158.9 8.2 363 5.60 0.18 0.7 44.8 0.35 1.4 2.8 5.6 11.2 22.4 0.0 I I I I I 'lI "- "'" - - 1.0 2.0 3.0 z o f: -< 3 4.0 o if) z o U f-- 5.0 z CD U cr: CD "" 6.0 7.0 8.0 9.0 10.0 0.1 1 10 100 VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-5 'W. I I I I I ! ~ I le- I I ~ I ! ~ ~'. ~ I I I .. I. I '" " m 0- 0 I " ~ I 0- W a. , a. " I <;; ;; N Z " 0: ... '" I z 0 i= I '" 0 ::; ~. 0 "' Z 0 () SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pel) (%) (%) (ksl) . B-IP@IO.O Clayey SAND/Silty SAN 158.9 6.5 291 4.20 0.18 0.35 44.8 0.7 1.4 2.8 5.6 11.2 22.4 0.0 I I I I I I --- ~ r---- . "- "- " ... .1 1 10 1 1.0 2.0 3.0 :z o f= <<: ~ 4.0 o </l :z o u !z 5.0 '" u '" '" c- 6.0 7.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-6 \W, I I. I I , I ~ I I ~. ~ I I I I I I I I I [ - .. I ;; ;, <D ;- I 0 to '" I 0: ,... W U. , u. to I 9 ~ N Z " 0: ;- ~ "' z 0 " " 0 ::; I 0 "' z 0 u I SAMPLE LOCATION MA TERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pc!) (%j (%j (ks!) . B-2P @ 5.0 Silty SAND 3.50 133.2 6.0 61 0.18 0.35 44.8 0.7 1.4 2.8 5.6 11.2 22.4 7.0 I I I I I I ---- -- \ ---- h 0.0 1.0 2.0 3.0 z 0 i= <( Cl 4.0 :; 0 '" z 0 U f- 5.0 z '" u c:e '" "- 6.0 8.0 9.0 10.0 0.1 1 10 100 VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. June, 2001 CONSOLIDATION TEST RESULTS PLATE B-7 \V\ I I I I I I I I I I I I I , I Q ~ ~ e- o " <( 0: I e- w 0. ~ 0. " c; I v N Z '" 0: e- '" , Z 0 i= <( 0 OJ. ~ 0 '" Z 0 () 3.0 z 0 1= -< 0 4.0 :; 0 en Z 0 U f- 5.0 z UJ u cG UJ c.. 6.0 SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pef) (%j (%) (ksf) . B-2P@10.0 Silty Well-graded SAND 131.9 4.20 4.7 46 0.18 0.7 44.8 1.4 2.8 5.6 0.35 11.2 22.4 1.0 I I I I I I I I ---- "'- "'- " \ \ \. \ \ .1 1 10 1 0.0 2.0 7.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot CONSOLIDATION TEST RESULTS June, 2001 J.N. 241-01 PETRA GEOTECHNICAL, INC. PLATE B-8 \lD - - I I ~ I 1. ~ I t ~ I I I, I 1 I ~ .~ I e " ~ 0- 0 I '" <i a: II 0- w Q. ;;: , ( '" 9 I ~ N Z " a: 0- U) I z 0 " <{ , 0 :J 0 I U) z 0 u I SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pel) (%) (%) (ksl) . B-2P@ 15.0 Clayey Silty SAND 122.6 10.9 78 4.90 0.18 0.35 0.7 1.4 2.8 5.6 11.2 22.4 44.8 T I I I ....... .- "- "- \ \ \ \ \ = \ ~ \ \ --- .1 I 10 1 0.0 1.0 2.0 3.0 z o f:: <( 3 4.0 o V> Z o U f-- 5.0 z w U "" W 0.. 6.0 7.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-9 1)1. ~ ~ I I I I i , I I , I I II I , II I I I ~ I i2 '" w ~ , 0 I I " .,. I a: ~ w u. ~ u. " I 9 ;; N Z ~ l- I "' z 0 ;:: I <>: 0 :::; ~ 0 "' z 0 {) SAMPLE LOCATION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pel) (%) (%) (ksl) MATERIAL DESCRIPTION . B-3P@ 10.0 Silt)' SAND 115.2 6.8 40 4.20 0.18 0.35 44.8 0.7 1.4 2.8 5.6 11.2 22.4 0.0 z o f: <( o :; o CIl Z o u :z UJ u '" UJ "- I I I I I I - ----. ..... "- ." "- \ -- \ ---- \ ~ \ \ -. 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0.1 1 10 100 VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-10 ,1JP I I ~ I I I I I i ~. I I ~ ~ ~ ~ I I ~ ~: ~ 12 O! m r- 0 " " I " r- w 0- ~ 0- " I "I :; N Z '" " r- I "' z 0 >= , " , 0 ::; ~ 0 "' Z 0 Ll SAMPLE LOCATION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pet) (%) (%) (kst) MATERIAL DESCRIPTION . B-3P @ 20.0 133.3 11.0 112 5.60 0.18 0.35 0.7 1.4 2.8 5.6 11.2 22.4 44.8 0.0 3.0 z 0 f= -< 0 4.0 :J 0 UJ Z 0 U f- 5.0 z w U cr; w "- 6.0 I I I I I I --- . I'--. ~ .. \ \ \ \ \ \ \ I'--. \ "- \ \ "- "- "- "- .. . .1 1 10 1 1.0 2.0 7.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-ll \'lP ~ ~ I i I I I i 1 L I l I t , , I t I I. ~.. I: L' 1 e " ~ >- 0 I (!) " - '" >- '" <L , <L (!) I <;> :; N Z , " '" >- w 1 z 0 " , <{ 0 :J ~ 0 W Z 0 () SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pel) (%) (%) (ksl) . B-3P @ 30.0 127.6 12.0 10] 7.00 0.18 0.7 44.8 1.4 0.35 2.8 5.6 11.2 22.4 0.0 I I I I I ---- -- "'" -- "- . --- ---- "- --- "- '"'- """ \, --- \, \, 'a .1 1 10 1 1.0 2.0 3.0 z 0 .:: < Cl 4.0 :J 0 Ul Z 0 U f- 5.0 z Ul U 0:: Ul 0- 6.0 7.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-12 ,1.k I ,I I I I I I I I I I I I I I f2 ~ "' t- o '" <i I '" t- W " ~ " '" I ;;; :; N Z '" '" t- I en z 0 ;= <( 0 :::; I 0 en z 0 u z o f: -< o ::; o [/) z o U f-- Z w U '" W 0.. SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pcl) (%j (%j (ksl) . B-5P @ 5.0 Clayey Silty SAND 4.20 137.1 11.3 133 0.18 0.35 0.7 2.8 44.8 5.6 11.2 22.4 1.4 I I I I I I I ----- ~ .- - --- "- " 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0.1 1 10 100 VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-13 '\ ~ ~ I I ! , I I l. , , , , I, , ~ I. t I e " w >- 0 i OJ <{ '" - >- W Q. , Q. OJ I " :;: N Z '" '" >- "' I z 0 f= I <{ 0 ::; ~ 0 "' Z 0 () SAMPLE LOCA TlON MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pef) (%j (%j (ksf) 127.7 14.5 122 5.60 . B-5P @ 20.0 Silty SAND 0.18 0.35 44.8 0.7 1.4 2.8 5.6 11.2 22.4 0.0 7.0 I I I I I I ---- '- "- "\, '\ 1 . '\ \ \ ~ \ - - .... .1 1 10 1 1.0 2.0 3.0 z 0 f= <( 0 4.0 :; 0 tIl Z 0 U f- 5.0 z '" U 0:: '" "- 6.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-14 -q;, . T T T T I" t " ;, "' ... o "' c1 ... w a. ~ a. "' so ~ N z " '" ... "' Z o ;: <( o :J o "' z o () SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pet) (%) (%) (kst) . B-8P @ 5.0 Silty SAND 135.4 4.5 49 3.50 0.18 0.7 44.8 1.4 2.8 5.6 11.2 0.35 22.4 0.0 8.0 I I I I I I --- .. "'"- '- .1 1 10 1.0 2.0 9.0 10.0 o 00 VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-15 ,;'\ I I I I I I I I I I II I I I I :; ;, "' >- 0 CJ .,. a: I >- W 0- ~ 0- CJ I " ~ N Z " a: >- "' I z 0 " " 0 :0 I 0 "' Z 0 <:) 3.0 z 0 f= -< Q 4.0 ::i 0 U"l Z 0 U f- 5.0 z u.l U 0:: u.l "- 6.0 SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL NUNDATE DENSITY MOISTURE SATURATION LOAD (pef) (%) (%) (ksf) . B-8P @ 20.0 Clayey SANDSTONE 5.60 136.4 13.0 149 0.18 0.35 0.7 44.8 2.8 5.6 1.4 11.2 22.4 0.0 I I I I I '- .. "- I .. '- "- \ \ "- \ "- \ \ \ '--- ----.... .. .1 1 10 1 1.0 2.0 7.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS J~ne, 2001 PLATE B-16 ~ I I. I I I ~ I L ~ ~ - ~ I I - ! - I~ I 12 '" m >- 0 i '" <i I a: >- w Q. ~ Q. '" I <I :;: N Z " a: >- if> I z 0 " <! 0 ::> II 0 if> Z 0 U 3.0 z 0 f= -< 0 4.0 ::i 0 Ul Z 0 U f-- 5.0 z '" u ce '" 0.. 6.0 SAMPLE LOCATION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pet) (%j (%j (kst) . B-9P @ 5.0 Silty SAND 3.50 128.4 4.7 4] 0.18 0.35 0.7 44.8 1.4 2.8 5.6 11.2 22.4 0.0 I I I I I I --- . '--.. '" \ \ 1\ -- \ ---- \ -- \ --- \ '-- 1.0 2.0 7.0 8.0 9.0 10.0 0.1 1 10 100 VERTICAL STRESS - kips per square foot J.N. .241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-17\V\ I I I I I I I I I I I I I I I e ;;; f- 0 OJ <( a: I f- W "- , "- OJ I ;;; ;\ z " a: f- "' I z 0 >= <( 0 ::; I 0 "' z 0 u SAMPLE LOCATION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (peI) (%) (%) (ksI) MATERIAL DESCRIPTION . B-9P@10.O Silty Well-graded SAND 130.0 6.2 57 4.20 0.18 0.35 44.8 0.7 1.4 2.8 5.6 11.2 22.4 0.0 3.0 z 0 1= <<: Cl 4.0 ::i 0 tZl Z 0 U f- 5.0 z UJ U "" UJ "'- 6.0 I I I I I I --- - - .1 I 10 1 o 1.0 2.0 7.0 8.0 9.0 10.0 o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLIDATION TEST RESULTS June, 2001 PLATE B-I8 '\ I I I I I I I I , I , I ! I I I I I I I, I, , I I I, 0 " ;0 ... 0 " <{ 0: I ... w "- ~ "- " I ~ V N Z " 0: ... '" I z 0 ;:: <{ 0 :::; II 0 '" Z 0 () 3.0 z 0 1= <C Cl 4.0 :J 0 Ul Z 0 U f- 5.0 z OJ u '" OJ CI. 6.0 SAMPLE LOCA TION MATERIAL DESCRIPTION INITIAL INUNDATE DENSITY MOISTURE SATURATION LOAD (pet) (%) (%) (kst) . B-9P @ 20.0 Well-graded SAND 5.60 121.2 8.4 58 0.18 0.35 5.6 44.8 0.7 1.4 2.8 11.2 22.4 0.0 I I I I I I '- "- ." ~ \ \ 'i.. .1 1 10 1 1.0 2.0 7.0 8.0 9.0 10.0 o o VERTICAL STRESS - kips per square foot J.N. 241-01 PETRA GEOTECHNICAL, INC. CONSOLlDA nON TEST RESULTS June, 2001 PLATE B-19 \?\ I I I I II I I I I I I I I I I I I I I I APPENDIX C SEISMIC ANALYSIS o PETRA \~V ~. ~ ! I I I I ~. ~ I I I I I I I I ~ - '. I i I I I Ii I I! UT Q *********************** . . . U B C S E I S . . . . version 1. 03 . . . *********************** COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: 241-01 DATE: 05-24-2001 JOB NAME: Crowne Hill FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: SITE LONGITUDE: 33.5040 117.0830 UEe SEISMIC ZONE: 0.4 UEe SOIL PROFILE TYPE: SD NEAREST. TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 15.5 kID NEAREST TYPE B FAULT: NAME: ELSINORE-TEMECULA DISTANCE. 5.8 Ian NEAREST TYPE C FAULT: NAME. DISTANCE. 99999.0 Ian SELECTED UBe SEISMIC COEFFICIENTS: Na: 1.0 Nv: 1.2 Ca: 0.44 Cv: 0.75 Ts: 0.680 To: 0.136 ******************************************************************** * CAUTION: The digitized data points used to model faults are * limited in number and have been digitized from small- * scale maps (e.g., 1:750,000 scale). Consequently, * the estimated fault-site-distances may be in error by * several kilometers. Therefore, it is important that * . . . . Page 1 Q \;,J I I I I I - I I i I I I ! I Spectral Acceleration (g) 0 0 0 0 ~ ~ ~ ~ tv tv tv . . " " . " . . . . . 0 tv (Jl --J 0 tv (Jl --J 0 tv (Jl 0 CJ1 0 CJ1 0 CJ1 0 CJ1 0 CJ1 0 ~<Z\ I I , I I I I I I I I U tI1 VJ ~ ~~ g. ?O o tI1 ~VJ ~ ~ ~O ~Z (/)VJ ~tI1 ~VJ ~~ ~tI1 ~n tj~ e ~ -1.1 I I I i II I, I I I II I ill IIII 1I11 1111 ill i - - - - - , - /' - r- I r- r- I-- I-- I I-- I-- I-- r- - - - - - - - - - - - - - - - - - - - - - - - o o o (J1 --lo. o --lo. (J1 -0 CD N ,. _' 0 o 0.. (J)!'V CD (J1 () o :J c..v 0.." C/) 0 c..v (J1 ~ o ~ (J1 (J1 o I I I I I I I I I. ~ I I I I ~ I I , ~ ~ I l I i I I I, II TEST.OUT *********************** * * * E Q F A U L T * * * * Version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 241.01 DATE: 05-24-2001 JOB NAME: Crowne Hill CALCULATION NAME: Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: SITE LONGITUDE: 33.5040 117.0830 SEARCH RADIUS: 60 mi ATTENUATION RELATION: 11} Bozorgnia Campbell Niazi (1999) Hor.-Pleist. UN~ERTAINTY (M=Median, s=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 kID Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 Soil-Cor. \~ IESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE 1------------------------------- DISTANCE I MAXIMUM I PEAK EST. SITE rni (krn) 1 EARTHQUAKE 1 SITE INTENSITY 1 I MAG. (Mw) I ACCEL. 9 MOD.MERC. ================================1==============1==========1========== ========= ELSINORE-TEMECULA 1 4.0( 6.5) I 6.8 I 0.388 ELSINORE-JULIAN 9.8( 15.8) 1 7.1 I 0.248 ELSINORE-GLEN IVY 18.1( 29.2) 1 6.8 I 0.117 SAN JACINTO-ANZA 18.8( 30.2) 1 7.2 I 0.147 SAN JACINTO-SAN JACINTO VALLEY 19.0 ( 30.6) I 6.9 I 0.120 NEWPORT-INGLEWOOD (Offshore) 30.7( 49.411 6.9 1 0.073 ROSE CANYON 32.6( 52.411 6.9 1 0.069 SAN JACINTO-COYOTE CREEK 33.4( 53.7) 1 6.8 1 0.063 CHINO-CENTRAL AVE. (Elsinore) 36.1( 58.1) 1 6.7 1 0.076 EARTHQUAKE VALLEY 36.5 ( 58.8) I 6.5 I 0.047 SAN JACINTO-SAN BERNARDINO 36.6( 58.9) I 6.7 I 0.053 SAN ANDREAS Southern 36.8 ( 59.2) I 7.4 1 0.086 SAN ANDREAS - San Bernardino 36.8( 59.2) I 7.3 I 0.080 WHITTIER 40.1( 64.5) 1 6.8 I 0.052 PINTO MOUNTAIN 43.6( 70.1) I 7.0 I 0.055 SAN ANDREAS - Coache11a 45.7 ( 73 . 5) I 7 . 1 I 0 . 056 CORONADO BANK 47.8( 77.0) 1 7.4 I 0.066 NEWPORT-INGLEWOOD (L.A.Basin) 49.0( 78.911 6.9 I 0.045 BURNT MTN. 50.9( 81.9) 1 6.4 1 0.031 NORTH FRONTAL FAULT ZONE (West) 51.5( 82.911 7.0 1 0.065 PALOS VERDES 51. 6 ( 83.11 1 7.1 1 0.049 NORTH FRONTAL FAULT ZONE (East) 52.7( 84.8) 1 6.7 1 0.051 CUCAMONGA 53.0( 85.3) 1 7.0 I 0.063 EUREKA PEAK 53.7 ( 86.4) I 6.4 I 0.029 ELYSIAN PAR]( THRUST 53.8( 86.6) 1 6.7 1 0.051 CLEGHORN 54.2( 87.2)1 6.5 1 0.031 SAN JOSE 55.3( 89.0) 1 6.5 1 0.043 SAN JACINTO - BORREGO 55.4( 89.1) I 6.6 I 0.032 COMPTON THRUST 55.6( 89.4) 1 6.8 I 0.052 ELSINORE-COYOTE MOUNTAIN 55.B( 89.8) I 6.8 1 0.037 I I TEST.OUT I I I , I I EQFAULT SUMMARY ~ I I , DETERMINISTIC SITE PARAMETERS ~ ~ ~ I ! Page 1 ABBREVIATED FAULT NAME I ! I I ~.. - I II I I I) Page 2 X IX VII VIII VII VII VI VI VII VI VI VII VII VI VI VI VI VI V VI VI VI VI V VI V VI V VI V \1fP ~ I I , I ~ ~ I I . ~ ~ I i I I ! - I ~i I , I , I I I; I TEST.OUT SIERRA MADRE LANDERS 58.11 59.61 93.5) I 95.9) I 0.057 0.049 ******************************************************************************* VI VI 7.0 7.3 -END OF SEARCH- 32 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ELSINORE-TEMECULA FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.0 MILES 16.5 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3882 9 Page 3 \~'\ I I I I I : I I I I I I I I I ,I II I I I APPENDIX D PERCOLATION TEST DATA o PETRA \ ?/;- I I , I I , , , Hl .. H2 I Hl \ H2 I Hl I , H2 Hl I H2 , Hl I H2 ! Hl I H2 I I Hl HZ I ~' :: I Hl i H2 I i I I I , LEACH LINE PERCOLATION TEST DATA Lot Z'i Test No.: PI Depth (ft.): Criteria: OSandy Soil G?!iormal Tes ted By: :r:L+J Da te 5 - 25-0 I Pre-Soak: '5 -2ij-o I 5 Water {::, Water Level Level {::, Time R Time (in. ) (in. ) (min. ) (min/in) 1 :LjO 3,,;} - 't,:IO 1Jt'1 '-1/1 ~ 1- . 1 'ti:\Q ~1- ]i q9- ~ ~'1J . :-'2- 30 ~4v 31'i' 9:10 }~- 3~ 30 '0 9. flJ 2kl q' "10 1O?tt 3 ~<)( 30 ~ 9 '10 ';1 ~ !O:ID -~ j h1 ~ ~ 8' 3D 10',0 y- ro:l.jO (;),~ 3% 30 10 10'YO lltt litO 53;~ 3Y~ 3v )0 11'10 .~/1 11.!.jO C,kl t~ 30 10 Il'liO 3~ 12.10 5~ J,~ 3D Ii REMARKS: c\\~e bfC'L;A 1';'0 -~r;J r.'ll . \ b V .::ll.Q-IJ S<ANj) (5M,' PROJtCT: C.('O((;'/fU' t+i II ~Smk:. Lok PETRA GEOTECHNICAL. INC. !At- - > .' Test No.: "p2. Pre-Soak: 6-2'1-01 Depth (ft.): 5 Criteria: OSandy Soil ~ormal Tested By: 1:.LlL Date 5 -25-oj Water {::, Water Level Level {::, Time R Time (in. ) (in. ) (min. ) (min/in) 1:/.6 3~ '6,.,5 <j) )1,/ ~y" 30 1- ~:IS If;" "6 :'15 <6~ t.t~ 30 1- '6: 't5 '1Yz.., OJ'IS ~~ 3\ '6 , 30 q :/C) '1~ - q '15 "6Yz- .3 0/'1 3D ~ 9'. Lf5 3~ - 10:15 r 3>'2- 9 . .- 30 10'./5 3Z . ~ 10'1./5 1kg ~~ 30 9 10:Lf5 '1~ 11,15 ~sa- ~J4 30 <1 wI5 tj'Y 1\,loj5 10,.... 33- 3D ID 11'/.j5 t.j Y'1 /2. ~ 15 J~ 2~ 30 )1) , REAARKS: ..2JIUe. h.'1JliJil{;rw - Df'o. I \'VJd ~ cAf.JD (Sit) JOB NO. 2'1( - 01 PLI>TE NO. .. \?j'\ I I i. I I I I Hl HZ I Hl HZ I Hl I HZ Hl . HZ Hl 1Hz I Hl HZ I Hl HZ I Hl HZ I Hl I HZ I I I , LEACH LINE PERCOLATION TEST DATA L~+ 1- Lot ., T t N ~3 Pre-Soak: 5-2.'1-0/ es 0.: . Depth (ft.): 5 Criteri a: DSandy Soil Gl110rma 1 Tested By: I.L./+ Date 5-25-01 Water 6 Water Level Level 6 Time R Time (in. ) (i n.) (min, ) (minjin) 1:50 2-~ 1)- 2.-0 b 1,/ 3:Y% 3'0 '6 '3.' 2.0 1~ '0'.50 S~ ~Y'1 3D 9 'is': 60 .'2 ~......- .) 1.20 5~ 71: 3""0 10 '- '0 qzP z..~ 9.:50 5 ~% ~-~I 3-0 1\ '1 ; :y' ',::;,0 10"010 -]I. J.YL 30 12- ~ L- /O'ZO 1.~ I /0:5'0 Ij 1-~ z..,h., 30 13 lu:5'D ~,Y1 Ii :J'O ~{ 20 3D i!J if . 11) z?i Ji:50 I.j t8' ') 9.... 30 15 JL50 I 2..'1 Z-- IJ. .'2.;0 ~ YL. Z"" 3'0 15 W'JlRKS:5Iive J.,f'{"~;f"\ gl~fL -Orui~J ~ 5Jjtl.D C5m) PROJ CT; CN'OWI'Ik l-\-rl\ '(<:;;.tct-k-, lIAs PETRA GEOTECHNICAL, INC. Test NO.:'P'l Depth (ft.): Pre-Soak: S -2'1'-0/ 5 Criteri a: DSand,v Soil Gj110rmal Tested By: .T.LH. Date 5-25-01 Water [;; Water Level Level 6 Time R Time (in. ) (in. ) (min. ) (min/in) 1:% Z. 0.... ~..2b 5s.. 3 Yz.. 3D 9 '6' 2(;, z,~ '3':Sb ~~ 3-'.... 3D 10 Ci(: Sb Z ".... 0. . L.tl~ L~ II ,.2.0 00 ')..1, (0 l~ - '15l? l.jYz.. 2.5~ 30 II g:,Sl:, lYz.. . 10'.2b S., Z.Yz.. 30 12- 10:2..(, l...... lo:5,f, ~~'() Z~ 30 9 m:5b I~ t/Zk '1; 2~ ~ 3X~ 3D Jj2f., 2~ 1/:5b lfyz.. z% 30 1 I (5k, ? k. r- '1 12:2b J.jvz- zit 3'0 IS t:ro - Om;l\{.d REI"JlRKS: -t> it V( . bl'vliJn Sl'~ :'AN]) (5 rr)) .10B NO. 2.~/-OI PLp.TE NO. \bf) I I I I I I I I i I I I I ,I I ! , , , , I , I I I I I LEACH L1 NE PERCOLATION TEST DATA Lc+ q REMARKS: Oh;r );rc<Uf"\ C;C\(\d~t..:T (IYIL) REMARKS: PROJECT: Cr'C'lLi'l.e. 1+\\1 ?:S-/C(-k- L:-i1--s Test No.: t'5 Pre-Soak: 5-2'l-OI Depth (ft.): ,LJ Criteria: OSandy Soil @'Normal Tested By: J1fl Date 5-25-01 Water 6 Water Level Level 6 Time R Time (in. ) (in. ) (min. ) (minfin) ~:O2.. :,~ , ~ '6;32- 33ts- 30 ~g %:32 3~ c/:lll. 3 r%," Yz. 30 60 <1:oz. 3!q 9~ 32- 3~ ~ 30 12.0 '1 :32- 3"-- 10:02- 3Y.., Yo 30 l.w '1 t:A\ L- .- PETRA GEOTECHNICAL, INC. Pre-Soak: Test No.: Depth (ft.): Criteria: OSandy Soil ONormal Tes ted By: Da te Wa ter 6 Water Level Level 6 Time R Time (in. ) (in. ) (min. ) (minfin) - - . JOB NO. ZLfI-O/ PLATE NO. ~\ I I I I I I I I I I I I I I I I I I I APPENDIX E STANDARD GRADING SPECIFICATIONS $ PETRA \~v I I I STANDARD GRADING SPECIFICATIONS I I These specifications present the usual and minimum requirements for grading operations performed under the control o( Petra Geotechnical, Inc. ~ I I No deviation (rom these specifications will be allowed, except where specifically superseded in the preliminary geology and soils report, or in other written communication signed by the Soils Engineer and Engineering Geologist. I. GENERAL ~ ~ - I I I A. The 50ils Engineer and Engineering Geologist are the Owner's or Builder's representative on the project. For the purpose of these specifications, supervision by the Soils Engineer includes that inspection .performed by any person or persons employed by, and responsible to, the licensed Civil Engineer signing the soils report. B. All clearing, site preparation, or earthwork performed on the project shall be conducted by the Contractor under the supervision o( the 50ils Engineer. C. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction o( the Soils Engineer and to place, spread, mix, w.Jter, and compact the (ill in accordance with the specifications of the Soils Engineer. The Contractor shall also remove all material considered unsatisfactory by the Soils Engineer. I I , D. It is also the Contractor's responsibility to have suitable and sufficient compaction equipment on the job site to handle the amount of (ill being placed. If necessary, excavation equipment will be shut down to permit completion o( compaction. Sufficient watering apparatus will also be provided by the Contractor, with due consideration (or the (ill material, rate of placement, and time o( year. ~ I I E. A (inal report shall be issued by the Soils Engineer and Engineering Geologist attesting to the Contractor's conformance with these specifications. ~ , I I I I II. SITE PREPARATION A. All vegetation and deleterious material such as rubbish shall be disposed o( offsite. This removal shall be concluded prior to placing (ill. B. Soil, alluvium, or bedrock materials determined by the Soils Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Any material incorporated as a part o( a compacted (ill must be approved by the Soils Engineer. , C. After the ground surface to receive (ill has been cleared, t shall be scarified, disced, or bladed by the Contractor until it is uniform and (ree from ruts, hollows, hummocks, or other uneven features which may prevent uniform compaction. I I i The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified. If the scarified zone is greeter than 12 ir}ches in depth, the excess shall be removed and placed in lifts restricted to 6 inches. , - Page 1 - I I I I I I I I I I I I I I I I I I I STANDARD GRADING SPECIFICATIONS Prior to placing fill, the ground surface to receive fill shall be inspected, tested, and approved by the Soils Engineer. D. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed by the Soils Engineer. E. In order to provide uniform bearing conditions in cutHill transition lots and where cut lots are partially in soil, colluvium, or unweathered bedrock materials, the bedrock portion o( the lot extending a minimum of 3 (eet outside of building lines shall be overexcavated a minimum of 3 (eet and replaced with compacted (ill. (Typical details are given on Plate 5G-1.) III. COMPACTED FillS A. Any material imported or excavated on the property may be utilized in the (ill, provided each material has been determined to be suitable by the Soils Engineer. Roots, tree branches, and other matter missed during clearing shall be removed (rom the (ill as directed by the 50ils Engineer. B. Rock fragments less than 6 inches in diameter may be utilized in the fill provided: 1. They are not placed in concentrated pockets. 2. There is a sufficient percentage of fine grained material to surround the rocks. 3. The distribution o( rocks is supervised by the Soils Engineer. C. Rocks greater than 6 inches in diameter shall be taken off site or placed in accordalCe with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. (A typical detail (or Rock Disposal is given in Plate 5G-2.) D. Material that is spongy, subject to decay, or otherwise considered unsuitable shall not be used in the compacted (ill. E. Representative samples of materials to be utilized as compacted (ill smll be analyzed by the laboratory of the Soils Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Soils Engineer as soon as possible. F. Material used in the compacting process shall be evenly spread, watered, processed, and compacted in thin lifts not to exceed 6 inches in thickness to obtain a uni(ormly dense layer. The fill shall be placed and compacted on a horizontal plane, unless otherwise approved by the Soils Engineer. G. I( the moisture content or relative density varies (rom that required by the Soils Engineer, the Contractor shall rework the fill until it is approved by the Soils Engineer. - Page 2 - ------------- I I ~ I I I ! I ! ~ ~. I I I I ~ I I , ~ I I ~"'. IV. I I I I ~ I I I t STANDARD GRADING SPECIFICATIONS H. Each layer shall be compacted to 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. (In general, ASTM D 1557-78, the five-layer method, will be used.) I( compaction to a lesser percentage is authorized by the controlling governmental agency because o( a specific land use or expansive soils condition, the area to received fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the soils report. I. All fills shall be keyed and benched through all topsoil, colluvium, alluvium or creep material, into sound bedrock or firm material where the slope receiving fill exceeds a ratio o( 5 horizontal to 1 vertical, in accordance with the recommendations o( the Soils Engineer. ). The key (or side hill (ills shall be a minimum o( 15 feet within bedrock or firm materials, unless otherwise specified in the soils report. (See detail on Plate SG-3.) K. Subdrainage devices shall be constructed in compliance with the ordinances o( the controlling governmental agency, or with the recommendations of the Soils Engineer or Engineering Geologist. (Typical Canyon Subdrain dellils are given in Plate SG-4.) L. The contractor will be required to obtain a minimum relative compaction o( 90 percent out to the finish slope (ace of (ill slopes, buttresses, and stabilization fills. This m"y be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope (ace With suitable equipment, or by any other procedure which produces the required compaction. M. All fill slopes should be planted or protected from erosion by other methods specifioo in the soils report. N. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped o( all soils prior to placing (ill. (See detail on Plate SG-7.1 CUT SLOPES A. The Engineering Geologist shall inspect all cut slopes at vertical intervals not exceeding 10 feet. B. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata o( a potentially adverse nature, un(avorably inclined bedding, joints or (ault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soils Engineer, and recommendations shall be made to treat these problems. (Typical details for stabilization of a portion o( a cut slope are given in Plates SG-5 and 5G-8.) C. Cut slopes that (ace in the same direction as the prevailmg drainage shall be protectErl (rom slope wash by a nonerodible interceptor swale placed at the top of the slope. - Page 3 - 'f\~ ~ I I I I STANDARD GRADING SPECIFICATIONS I I D. Unless otherwise specified in the soils and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances o( controlling governmental agencies. , , , I I E. Drainage terraces shall be constructed in compliance with the ordinances o( controlling governmental agencies, or with the recommendations of the Soils Engineer or Engineering Geologist. V. GRADING CONTROL A. Inspection of the fill placement shall be provided by the Soils Engineer during the progress o( grading. B. In general, density tests should be made at intervals not exceeding 2 (eEl: o( (ill height or every 500 cubic yards of (ill placed. This criteria will vary depending on soil conditions and the size of the job. In any event, an adequate numbero( (ield density tests shall be made to verify that the required compaction is being achieved. , I I C. Density tests should also be made on the surface material to receive fill as required by the Soils Engineer. , I ! D. All c1eanouts, processed ground to receive fill, key excavations, subdrains, and rock disposals must be inspected and approved by the Soils Engineer or Engineering Geologist prior to placing any fill. It shall be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for inspection. VI. CONSTRUCTION CONSIDERATIONS I l A. Erosion control measures, when necessary, shall be provided by the Contractor during grading and prior to the completion and construction o( permanent drainage controls. I l B. Upon completion o( grading and termination o( inspections by the Soils Engineer, no (urther filling or excavating, including that necessary for (ootings, (oundations, large tree wells, retaining walls, or other features shall be performed without the approval o( the Soils Engineer or Engineering Geologist. I ! C. Care shall be taken by the Contractor during (inal grading to preserve any berms, drainage terraces, interceptor swales, or other devices of permanent nature on or adjacent to the property. I I I ~ - Page 4 - ~ , " I I I I , I ! , , I r , I 1 , , I 1 I I I , , CUT LOT UNSUITABLE MATERIAL EXPOSED IN PORTION OF CUT PAD S:I:AL GRADE --- --- - --- --- --- . ---I- (D) OR 5' MIN. - --- -- --L --- E MA1ERIA BEDROCK --- ---;:JNSU]\ABL \JEA1\-\ERED --- COLLUVIUM, ___------ 10PSOIL, ___--- ___------PROPOSED GRADE ------ COMPETENT BEDROCK OR APPROVED FOUNDATION MATERIAL OVEREXCAVATE AND RECOMPACT --- TYPICAL BENCHING DEPTH OF FILL (F) FOOTING DEPTH TO 3 FEET 3 TO 6 FEET GREATER THAN 6 FEET DEPTH OF OVEREXCAVATION (D) EQUAL DEPTH 3 FEET ONE-HALF THE THICKNESS OF FILL PLACED ON THE 'FILL' PORTION CF) TO 15 FEET MAXIMUM. CUT -FILL TRANSITION LOT ORIGINAL ~GROUND ----- - --- ------ --- C D) DR 5' MIN. ----- COMPACTED FILL ----- ----- PROPOSED GRADE ----- ~ --::J\\JI::' --- --- -----I\.., C.O\..\..~DR.D-C,\),,--- ~OI'SO RED" , ,\-IE 0----- ~~--- COMPETENT BEDROCK OR ---" APPROVED FOUNDATION MATERIAL "'- TYPICAL BENCHING OVEREXCAVATE AND RECOMPACT CF) ~ -- -- ~ PETRA GEOTECHNICAL, INC., ~ ,~ PLATE SG-1 ~ ~ I i ~ I I ~ ~ I I I I ~ I I I I ~ ~... I I I I I I I ~ TYPICAL ROCK DISPOSAL DETAIL FINISHED GRADE CLEAR AREA FOR FOUNDATIONS, ...----- /UTILITIES, AND SI,./IMMING POOLS SLOPE FACE 15' STREET 4' 1 """,0" o 15' 5' OR BELol,./ DEPTH OF DEEPEST UTILITY TRENCH, I,./HICHEVER IS GREATER TYPICAL 'vIINDRO'vl DETAIL (END VIE'vI) HORIZONTAL PLACED COMPACTED FILL 6 TO 8 INCH LIFTS GRANDULAR SOIL FLOODED TO FILL VOIDS PROFILE VIE'vI ~ PETRA GEOTECHNICAL, INC. ~ \7>I.'v PLATE SG-2 I I ~ I , I i ~ I I ~. I I I I ~ I I ~ ~ ~... ~ , I I I , ~ FILL SLOPE ABOVE NATURAL SLOPE TOE OF SLOPE AS SHOwN ON GRADING PLANS NA TURAL ,\TOPOGRAPHY 31 =11313TI 1"[':311-'- '-::::II - T IS' MINIMUM BASE KEY wIDTH 2' MIN. DOwNSLOPE KEY DEPTH FINISHED GRADE COMPACTED FILL ~ "i%b'lld!mJ!: I. -- - ~ TYPICAL BENCHING COMPETENT BEDROCK DR APPROVED FOUNDA TION MATERIAL NOTE. wHERE NATURAL SLOPE GRADIENT IS 5.[ OR LESS, BENCHING IS NOT NECESSARYi HOwEVER. FILL IS NOT TO BE PLACED ON COMPRESSIBLE DR UNSUITABLE MATERIAL. .----- - ~ --- 'P" <j?\;;C_Y-. - / ~Ir\"? ___-- ~ ,,"r____ ',)\01'0, ./" 0\..,-0 reS0\'-' C / / 'v ./' / ----./" 1----- ---..L--l I / 1,1 PROJECTION 2% MIN. "'311 11I311mlll =l ':::::jrl~=II~I,!11 ~ PETRA GEOTECHNICAL, ~ INC. \~'\ PLATE SG-3 I I , I , I t , , , , I I , , I I , I f.' I I I , I I , ~ CANYON SUBDRAIN DETAIL ~ :;,NATURAL GROUND "-,,- ~ " ~"'~= TYPICAL L "- BENCHING /' ~ / / MATERIA/ / /' / / / / TOPSOIL, '- ~ '--- =-- ~ ALLUVIUM, COLLUVIUM /' ./' ...-/ 2% COMPETENT BEDROCK OR APPROVED FOUNDATION SEE DETAIL BELoIJ NOTE' FINAL 20 FEET OF PIPE AT OUTLET SHALL BE NON-PERFORATED 1 --~------4l--- .. FIL TER MATERIAL-MINIMUM OF 9 CUBIC FEET PER LNEAL FOOT. SEE PLATE SG-6 FOR FILTER MA TERIAL SPECIFICA TIONS. . . . , . DEPTH AND BEDDING MAY VARY IJITH PIPE AND LOAD CHARACTERISTICS I . .. ~ . '. 0 . .' .. ALTERNATE IN LIEU OF FIL TER MA TERIAL 9 CUBIC FEET PER LINEAL FOOT OF OPEN-GRADED GRAVEL ENCASED IN FILTER FABRIC. SEE PLATE SG-6 FOR GRAVEL SPEC IF ICA TIoNS, FIL TER FABRIC SHALL BE MIRAFI I40N OR APPROVED EQUAL. MINIMUM 6-INCH DIAMETER PVC SCHEDULE 40 OR ABS SCR-35 IJITH A MINIMUM OF 16 PERFORATIONS PER LINEAL FOOT IN BOTTOM HALF OF PIPE. PIPE TO BE LAID IJITH PERFORATIONS DoIJN. FOR CONTINUOUS RUNS IN EXCESS OF 500 FEET USE 8- INCH DIAMETER PIPE ~ PETRA GEOTECHNICAL, INC. ~ '\~ PLATE SG-4 ~ , I i I I I ! I t. I I I I I I , , , ~ I I I i I I ~ ~ BUTTRESS OR STABILIZATION FILL DETAIL TO TOP OF BACK CUT l 15' MIN. r FINISHED GRADE 4' SUB DRAIN FINISHED GRADE t 2'MIN. T~ 30' MAXIMUM 4' SUBDRAIN TYPICAL BENCHING 2% MIN. . WIDTH VARIES <15' MINJ ~I NOTES 1. MAXIMUM VERTICAL SPACING OF PERFORATED PIPE OF 30 FEET. 2. MAXIMUM HORIZONTAL DISTANCE BETWEEN NON-PERFORA TED PIPE OF 100 FEET 3. MINIMUM GRADIENT OF TWO PERCENT OF ALL PERFORATED PIPE AND NON-PERFORATED OUTLET PIPE. 1:;" --l 2% MIN. ~ MAX. 2'/. MIN. OUTLET PIPE <TYPICAU PERFORATED PIPE <TYPICAU ~ PETRA GEOTECHNICAL, INC, ~ ~ PLATE SG-5 I II I I I I I I I I I I I I , I I I I I BUTTRESS OR STABILZATION FILL SUBDRAIN , APPROVED FIL TER MATERIAL. 5 CUBIC FEET PER LINEAL FOOT. VITHOUT FILTER FABRIC, 3 CUBIC FEET VITH FABRIC 4-INCH PERFORATED PIPE VITH PERFORA T IONS DOVN, MINIMUM 2% GRADE TO OUTLET PIPE. SLOPE FACE\ , -' , , , -' , , -- 2% MIN. ,-' A 4-INCH NON-PERFORATED PIPE. MINIMUM 2% GRADE TO OUTLET. 12' MIN. APPROVED ON SITE MATERIAL PER SOILS ENGINEER COMPACTED TO A MINIMUM OF 90% MAXIMUM DENSIT~ ~ ---112' MINf-- 4-INCH NON-PERFORATED PIPE SECTION A-A PIPE SPECIFICATIONS 1. 4-INCH MINIMUM DIAMETER, PVC SCHEDULE 40, DR ABS SDR-35. 2. MINIMUM 16 PERFORATIONS PER FOOT ON BOTTOM ONE-THIRD OF PIPE, FIL TER MATERIAL SPECIFICATIONS CLASS 2 PERMEABLE FILTER MATERIAL PER CALTRANS STANDARD SPECIFICATION 68-1.025 CLASS 2 SIEVE SIZE I-INCH 3/4-INCH 3/8- INCH NO.4 NO.8 NO. 30 NO. 50 NO. 200 PERCENT PASSING 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 AL TERNA TE' OPEN GRADED GRAVEL ENCASED IN FILTER F ABRle. (MIRAFI 140N OR EQUAL) OPEN-GRADED SIEVE SIZE 1 1/2- INCH I-INCH 3/4-INCH Jl8-INCH NO. 200 PERCENT PASSING 88-100 5-40 0-17 0-7 0-3 PLATE SG-6 I I I I I I I I * I * I * * I I I I I '1 ~ ,- ,- VJ ,- o U fTl 1> tJ:I o < fTl n c -; VJ ,- o U fTl -<OAl AlAlfTl J> :;:: zoo C/)Al< -fTlfTl -<fTl O""Ul> z:;::r J>r -<-< fTlO Al" ];C/) r~ -,,: Al DO :;::0 r r c < - C :;:: o o :;:: " J> o -< fTl t::l -" r r (/) I DO ~C z-< " D"'J z_ r Clr i!o t::lD -z z-< C1J> o "-< r J> z \ \ L-88 3.1 \Ild ,9"' ~ ~NI 'l'v'~INH~3103~ VCI13d ~ - \ -< Dz "J> (/) 0-< I C1C 0 AlAl ~ \ J>J> Z "r I 0 0 -< C Z -< V . J> C/) I Cd C r -< . \ ; \ < J> Al - fTl (/) .0. '" -< -< ~l!" " 0 _ J> o r J> r , o Al " fTl Al_ Ul (/) - 0:;:: r- (/)2':: :;:: fTlC z:;:: Cl z fTl fTl Al Cd fTl t::l Al o o ^ o Al J> " " Al o < fTl t::l "'J o C Z t::l J> -< o Z :;:: J> -< fTl Al - J> r 'I I I II I I I I I I 9-88 3.1 Vld ~ ~ :>NI 'lV:>INH:>3.l03E> '1fH.13d ~ \ \ I I I I I I I I I I II (/) --I J> tc:I ~ ,- ~ N J> --I ~ o z "T] ~ ,- ,- t:l r'l --I J> ~ ,- \ to f'1 o ;u o n ^ o ;u 1> 'U 'U ;u o < f'1 o " o C Z o 1> -I - o Z 3: 1> -I f'1 ;u - 1> r -I Oz ~1> C)-I ;UC 1>;u 'U1> Ir -< \ \ \ \ \ \ \ <:, Z o -I f'l ru,..- .(/) -I"<:'c ID..oo f'1;U 0 (/);U "'"OVlIl> ;;or)>....... Dorz L-or(/) f'1f'1 Z ~:r:~D f'1 -I VlCil'l;;o ~:r:ol'l I-ISO V)(/J -0 C :;:- rrl CH'l it) z;;ozr'l Cll'l-lt:J -1> Z-l<:'C fTll'l.........z fTl::Ut::l1 ;u -If'1 -lIt/) I t/) J>~Vl ZUJ'U w""';fT1 o n ,,- ,,0" rl;;Or;, ~Vl~ - r o ''U ~f'1 t/)I I!:; 1>C) rI r-l (/) to f'1r f'1 o(/) f'1(/) -I f'1-1 ;UI 3:1> zZ f'1w 00 to" -<f'1 f'1 -I ~ I I I i il f I I , ~: ~. I I ~ I I ~ ~ ~ ~.., I I - , I I I I SHEAR KEY ON DAYLIGHT CUT LOTS PROPOSED CUT LOT ~ COMPACTED FILL "';-- <9'1 ('1- ('U /' r EXISTING TOPOGRAPHY r PROPOSED DAYLIGHT RECONSTRUCT AT 151 OR FLATTER CUT w W-1 NOTE, 'I,J' SHALL BE 10 FEET DR AS DETERMINED BY THE PROJECT SOILS ENGINEER I I ~ PETRA GEOTECHNICAL, INC. ~ \6?J PLATE SG-9 - I I I I I I ! I FThlSH GRADE I ! I L I I( I I ] / L[).(ITS OF ROCK DISPOSAL I '/ GC.CaCCCCJoC) QCC"c.OC.C..Q Oe:,c"cDa.::::::;"c OC.OaCOC.C<:>C OCc.:JooQc.C:::ocC:e:.=:Joc Oe:.C",cQe;..c:;",.c:. Oc..c::::oQOc"CJaC ;' ROCK BL.A...'iKET (TYP) I I I I I I I I I I I ! ~ I. I I I , - - ~ C01v1PETEl'<,1vL-\TERL"L PER SOLLS ENGINEER ~lSrt SLOPE FACE }' ROCK BLA.,"~ (Tel ! I 15' "UN Qc.=ocL::c.=oQ Qc.=oQQc.=oQOc.:::;ocOc.ooo OCOacDc.ooc OC.OocGc.ooc::. Qc..::::..c.Cc.::::::;co Oc.r-:...cQc.Ooc Oc.cocQc.c:;.. c:::.OGC<>C1 QC.Coa.Oe:.Soc OC8oCOC.'::::::oc. . 2' "UN. SECTION A-A' LDYGTS OF R.OC-C DI.S?OS..;l. QC:::..Cocc.c-.Coc. Qe:..::=:;:oc.Cc.::::::"c ............ - Oc.'::::::ooL:C:.'::::::oc Cc.:::::",.--:'""'I'c.o"o OC.CCld Ga.C:::ocQe::...c.:::oc Q6.':=:oClGe:.CoC Q~:=:ocQc.C:::oQ OGC::ocQ~.:::::O'c Oe;.'::::::ocQo,.:::..d C:C;.'::::;ocQc.c::::oc Qe::...c:oc.Oc..CoC) ~ \' .... ,...' \ \ --.:- I 110' "UN. T ... l' ~f!:'i". , ... 10' MIN. T ... ...2':-"'a::N. *:',cx COtvl?E7=:~-r ?l.LA.~:)..!..A.L PS'l. SOILS s-iGI}iE..'l. SECTIO~ 8-8' PLATE 5G-10