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Home My WebLink AboutCT 00-02; CALAVERA HEIGHTS VILLAGE II; INTERIM REPORT OF GEOTECHNICAL INVESTIGATION; 2000-08-11INIERIM REPCra* OF (aXTEBCHNICAL INVESTIGfiTICW CALAVERA HEICHTS VILLflGE L-2 HARWICH DRIVE EARTHWORK""" PREPARED FOR: Lyon Communities, Incxjrporated 4330 La Jolla Village Drive, Suite 130 San Diego, Califomia 92122 PREPARED BY: Southem Califomia Soil & Testing, Irx:. Post Office Box 20627 6280 Riverdale Street San Diego, Califomia 92120 gBCEIVE AU6 1 1 2000 SOUTHERN CALIFDRNIA SOIL AND TESTING, INC. 62B0 RIVERDALE ST. SAN OIEGO, CAUF. 92120 • TELE2BD-4321 • P.O. BOX 20627 SAN DIEGO, CAUF. 92 1 20 67B ENTERPBISE ST. ESCONDIDO. CALIF. 920Z5 May 4, 1990 TELE 7.a6'4S44 Lyon Conmunities, Incorporated 4330 La Jolla Village Drive Suite 130 San Diego, Califomia 92122 SCS&T 9021054 Report No. 1 MTENTION: Mr. George Haviar SUBJECT: Interim Report of Geotechnical Investigation, Calavera Heights Village L-2, Harwich Drive, Carlsbad, Califomia. Gentlemen: In accordance vdth your request, we have conpleted an interim geotechnical investigation for the subject project. Vfe are presenting herewith our findings and reconnendations. In general, we found the site suitable for the proposed development provided the recomrrendations presented in the attached report aire followed. If you have any questions after revievd.ng the contents contained i-n the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectf ullj^teubmiited, STING, INC Daniel B. AdlerT R.C.E. #36037 DBA: JRH:KAR:nTW cc: (2) Subndtted //^ (4) Hunsaker and Associates HSe (1) SCS&T, Escondido SOUTHERN CAL F D R N I A 5 • I L AND TESTING. INC. TART-F OF CONTENTS PAffi Introduction and Project Description 1 Project Scope 2 Findings 3 Site Description 3 General Geology and Subsurface Conditions 3 Geologic Setting and Soil Description 3 1) Baserrent Conplex-Jurassic Metavolcanics and Cretaceous Granitics (Jmv/Kgr) 4 2) Younger Quatemary (Holocene) Alluvium (Qyal) 5 3) Topsoils and Subsoils 5 4) Artificial Fill (Qaf) 5 Tectonic Setting 6 Geologic Hazards 7 Groundshaking 7 Seismic Survey and Rippability Characteristics 8 General 8 Rippability Characteristic of Granodioritic Rock 15 Rippable Condition (0-4,500 Ft. /Sec.) 15 Marginally Rippable Condition (4,500 Ft./Sec.-5,500 Ft./Sec) 15 Nonrippable Condition (5,500 Ft./Sec. s Greater) 16 Rippability Characteristics of rfetavolcanics and Associated Hypabyssal Rocks and Tonalitic Rocks 16 Rippable Condition (0-4,500 Ft. /Sec.) 16 Marginally Rippable Condition (4,500-5,500 Ft.,/Sec.) 17 Nonrippable Condition (5,500 Ft.Sec. & Greater) 17 Seismic Traverse Limitations 17 Groundwater 18 Conclusions and Reconmendatioris 19 General 19 Grading 19 Site Preparation 19 Select Grading 20 Cut/Fill Transition 20 Inported Fill 20 Rippability 20 Oversized Rock 21 Slope Constiruction 21 Surface Drainage 21 Subdrairis 21 Earthvrork 21 Slope Stability 22 Foundations 22 General 22 Reinforcement 23 Interior Concrete Slabs-on-Grade 23 Exterior Concrete Slabs-on-Grade 23 Special Lots 24 Expansive Characteristics 24 Settlement Characteristics 24 Earth Retaining Walls 24 Passive Pressure 24 Active Pressure 25 Backfill 25 Factor of Safety 25 Limitations 25 TABLE OF (XOTENTS (continued) PACE Review, Observation and Testing 25 Uniformity of Conditions 26 Change in Scope 26 Time Limitations 26 Professional Standard 27 Client' s Responsibility 27 Field Explorations 28 Laboratory Testing 28 OTTfiCHMEMrS TABLES Table I Table II Table III FIGURE Figiare 1 PLKIES Generalized Engineering Characteristics of Geologic Units, Page 6 The Maximum Bedrock Accelerations, Page 7 Seismic Traverse Sumnnary, Pages 8 through 14 Site Vicinity Map, Follows Page 1 Plates 1 Plot Plan Plate 2 Unified Soil Classification Chart Plates 3-6 Trench Logs from 9-6-88 Plates 7-12 Plates From Referenced Report Plate 13 Grain Size Distribution Plate 14 Compaction Test Results Expansion Test Results Plate 15 Direct Shear Sunmary Plate 16 Oversize Rock Disposal Plate 17 Canyon Subdrain Detail Plate 18 Slope Stability Calculations Plate 19 Weakened Plane Joint Detail Plate 20 Retaining Wall Subdrain Detail Plates 21-30 Seismic Line Traverses Plates 31-33 Catepillar Rippability Charts APPENDIX Recoitmended Grading Specification and Special Provisions SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 62BO RIVERDALE ST. SAN DIEQO, CAUF. 9212D • TELE 2B0-4321 • P.O. BOX 20627 SAN DIEGO, CAUF. 92120 6-7B ENTERPRISE ST. ESCDNDPOO. CALIF. 9Z025 • TELE 7a6-454« INTERIM REPORT OF OTGTBCHNICZVL INVESTIGATION CALAVERA HEIOfTS VILLAGE L-2 HARWICH DRIVE CARLSBAD, CALIFORNIA INTRDDUCnCN AND PROJECT DESCRIPTICW This report presents the results of our interim report of geotechnical investigation for Calavera Heights Subdivision, Village L-2, Harwich Drive located in the City of Carlsbad, California. The site location is illustrated on the following Figure Number 1. It is our understanding that the site will be developed to receive a residential subdivision with associated paved streets. It is anticipated that the structures will be one and/or two stories high and of wood frame construction. Shallow foundations and conventional .slab-on-grade floor systems are proposed. Grading will consist of cuts and fills np to approximately 40 feet and 53 feet deep, respectively. Fill slopes up to approximately 32 feet and cut slopes up to approximately 30 feet high are also anticipated. To assist with the preparation of this report, we were provided with a grading plan prepared by Hunsaker and Associates dated Jeinuary 30, 1990. In addition we reviewed our "Supplemental Soil Investigation, Calavera Hills Subdivision," dated October 6, 1988 and our "Report of Geotechnical Investigation, Village Q, Calavera Hills Subdivision," dated January 10, 1984. The site configuration, topography and approximate locations of the subsurface explorations are shown on Plate Number 1. SOUTHERN CALITORNIA SOIL AND TESTING. INC -'^i'-ai.'. ic?C^t^X^ff==:=^^ ' \ r, Sf^' • • L--A-'i«' 1... •/•• • SITE • CiAMl VARI..S8AD I SOUTNBIIN CALIFORNIA ^^^^ SOIL A TBSTINQ.INC. CALAVERAS HEIGHTS-VILLAGE L-2 •r: KAR/EM JOBNUMIfll: 9021054 DATI: 4-19-90 FIGURE #1 SCS&T 9021054 May 4, 1990 Page 2 PROJECT SCOPE This interim report is based on the findings presented in the aforementioned reports for the Calavera Hills Subdivision. For the purpose of this report, appropriate field investigation and laboratory test data was extracted from the previously mentioned reports. More specifically, the intent of this study was to: a) Describe the subsurface conditions to the depths influenced by the proposed construction. b) The laboratory testing perfomed in the referenced report was used to evaluate the pertinent engineering properties, including bearing capacities, expansive characteristics and settlement potential, of the anticipated materials which will influence the development of the proposed svibject site. c) Describe the rippability characteristics of the existing rock. d) Define the general geology at the site including possible geologic hazards which could have an effect on the site development. e) Develop soil engineering criteria for site grading and provide recoiiinendations regarding the stability of proposed cut and fill slopes. f) Address potential construction difficulties and provide recommendations conceming these problems. g) Recorrmend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recoimended foundation design. SCS&T 9021054 May 4, 1990 Page 3 FINDINGS SITE E*SCRIPTIQN The subject site, designated as Village L-2 in the Calavera Heights development, is an irregular shaped portion of land located in Carlsbad, Califomia. The site is bounded by Harwich Drive on the southwest and by undeveloped land on all other exterior boundaries. The subject site is located within hilly terrain and is conprised of a broad topographic high in the northeastern portion of the site. The site slopes away from the topographically higher area in all directions. The natural slopes on site, typically, are on the order of 4 to 1, horizontal to vertical, and flatter. A 2 to 1, horizontal to vertical, cut slope exist adjacent to Harwich Drive. Elevations range from approximately 450 feet (MSL) on the northeast to approximately 340 feet (MSL) on the southwest portion of the site. ^^11 developed drainage swales exist near the southvest and southeast property boundaries and drain in those respective directions. Drainage is accomplished via sheetflow and well defined drainage swales away from the topographically higher area in the northeast. Vegetation is conprised of moderately dense to dense chaparral and native grasses. The site is vacant, however, a 200 foot diameter water storage tank is located within the northeast portion of the site and is not considered a part of Village L-2. With the exception of the subsurface water utility line to the storage tank, no other utilities are anticipated to exist on the subject site. GENERAL GEX3DDGY AND SUBSURFACE CCM)ITIONS GBOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located near the boundary between the Foothills Physiographic Province and the Coastal Plains Physiographic Province of San Diego County and is underlain by materials of igneous origin and surficial residuum. The site is underlain by the basement complex rocks consisting of Jurassic-age metavolcanic rocks and Cretaceous-age granitic roclcs and snail amounts of C^uatemary-age alluvium and artificial fill. A brief description of the materials on-site, in general decreasing order of age, is presented below. SCS&T 9021054 t'lay 4, 1990 Page 4 1) BASEMENT COMPLEX - JURASSIC METAVOLCANICS AND CRETACEOUS ORANITICS (Jmv/Kgr): The oldest rocJcs exposed at the site are the Jurassic netavolcanic and associated hypabyssal rocks. The metavolcanic rocks are generally andesite or dacite in composition and the associated hypabyssal rocks are their porphyritic equivalents (ie: diorite porphyry to granodiorite porphyry). The fine grained hypabyssal rocJcs are considered to be about the same age as the metavolcanics and are consequently older than the other intrusive rocks found at the site. Both the metavolcanics and the associated hypabyssal rocks vveather to dark, smooth hills or jagged, angular outcrops with a clayey, rocky topsoil. The metavolcanic and hypabyssal rocks are generally rippable with conventional earth-moving equipment to depths of only a few feet. The other rocks in the basement complex are the granitic rocks of the Cretaceous Southem Califomia Batholith which have intruded the older roc]« and are, to a large degree, mixed with them. The granitic rocks at the project site appear to be both tonalitic and granodioritic in composition. The tonalitic rocks are usually dark gray, • fine to medium grained rocks whereas the granodioritic rocks are usually yellowish brown to grayish brown, medium to coarse grained rocks. The v>eathering and rippability characteristics of the tonalitic rocks appear to be somewhat similar to those of the metavolcanic/hypabyssal rocJcs. The tonalitic rocJcs may be rippable to greater depths than the metavolcanic rocks but ripping may be difficult and time consuming. In addition, it should be noted that the material generated from the tonalitic rocks will have the appearance of the metavolcanic rocks rather than that of good quality "decompxDsed granite." In contrast to the weathering characteristics of the metavolcanic/hypabyssal rock and the tonalitic rocks, the granodioritic rocks commonly weather to rounded outcrops or boulders in a matrix of grus ("decomposed granite"). The granodioritic roc)cs are variable in their excavation characteristics but comnonly contain areas which are rippable to SCS&T 9021054 May 4, 1990 Page 5 depths of several feet or several tens of feet, yet include localized areas of boulders or unweathered rock which are not rippable with conventional heavy equipment. The areas underlain by the respective rock types in the basement complex are intermixed and are not differentiated on the accompanying geologic map. It should be noted that since the different rock types are mixed the areas on the map were given a dual classification. The boundaries between the rock types are very irregular, therefore they were not differentiated on Plate Number 1. 2) YOUNGER QUATERNARY (HOLOCENE) ALLUVIUM (Qyal): Younger alluvial deposits consisting of unconsolidated, loose to medium dense deposits of clay, silt, sand, and gravel are present in the modem drainage swales. These deposits range in thiclcness from less than a foot to several feet. Due to their ubiquitous occurrence, the younger alluvial deposits are not delineated on the geologic map except in major drainage swales. 3) A relatively thin layer of loose topsoils and subsoils should be anticipated overlying the entire site. These deposits consist of varying mixtures of silts, sands and clays. It is estimated that these deposits do not exceed three and one half feet in combined thickness. 4) ARTIFICIAL FTT.T. (Qaf): Minor amounts of end-dumped fill and house hold debris have been dumped on several small areas within the subject site. Table I presents some of the pertinent engineering characteristics of the bedrock materials at the site. SCS&T 9021054 May 4, 1990 Page 6 TABLE I GENERALIZED ENGINEERING CHARACTERISTICS OF MAIN OTOLOGIC UNITS Unit Name and Symbol Rippability Amount of Oversize Material Slope Stability/ Erosion Compressibility Expansive Potential 3ranitic Rocks- Kgr [ Granodiorite) Generally Rippable to + 15 Feet Low to Moderate Good Nominal Nominal Granitic Rocks- <gr (Tonalite) Metavolcanic and Hypabyssal ^ocks-Jmv Marginally Rippable to Nonrippable Marginally Rippable to Nonrippable Moderate to Good High Moderate to Good High Nominal Nominal Nominal Nominal TBCIDMIC SETTING: A few small, apparently inactive faults have been mapped previously within the vicinity of the site. No evidence of faulting was noted in our exploratory trenches for the referenced reports but it is possible that future grading operations at the site may reveal sone of these faults. Due to their status of activity and geometry, these small faults should be orily of minor consequence to the project. It should also be noted that several prominent fractures and joints are present witJiin the vicinity of the site. These are probably related, at least in part, to the strong tectonic forces that dominate the Southem Califomia region. These features are usually near-vertical and strike in both a general northwesterly direction (subparallel to the regional stmctural trend) and in a general northeasterly direction (subperpendicular to the regional structural trend). All cut slopes should be inspected by a qualified geologist to assess the presence of adverse jointing conditions in the final slopes. In addition, it' should be recognized that much of Southem Califomia, is characterized by nejor, active fault zones that could possibly affect the SCS&T 9021054 May 4, 1990 Paae 7 subject site. The nearest of these is the Elsinore Fault Zone, located approximately 20 miles to the northeast. It should also he noted that the possible off-shore extension of the Rose Canyon Fault Zone is located approximately eight miles west of the site. It is anticipated that the Rose Canyon Fault Zone will be classified as active in the near future. The Rose Canyon Fault Zone conprises a series of northwest trending faults. Recent seismic events along a small portion of the Rose Canyon Fault Zone have generated earthquakes of 4.7 or less magnitude. Other active fault zones in the region that could possibly affect the site include the Coronado Banks and San Clemente Fault Zones to the vest, the Agua Bianca and San Miguel Fault Zones to the south, and the Elsinore and San Jacinto Fault Zones to the northeast. GBOIOGIC HAZARDS: The site is located in an area v^ich is relatively free of potential geologic hazards. Hazards such as tsunamis, seiches, liquefaction, and landsliding should be considered negligible or nonexistent. Q^CUOSHAKING: One of the most likely geologic hazards to affect the site is groundshaking as a result of movement along one of the major, active fault zones mentioned above. The maximum bedrock accelerations that vrould be attributed to a maximum probable earthquake occurring along the nearest portion of selected fault zones that could affect the site are summarized in the following Table II. TABLE II Fault Zone Rose Canyon Elsinore Coronado Banks San Jacinto Distance 8 miles 20 miles 24 miles 43 miles Maximum Probable Earthquake 6.5 magnitude 7.3 nagnitude 7.0 magnitude 7.8 magnitude Bedrock Design Acceleration Acceleration 0.36 g 0.25 g 0.18 g 0.14 g 0.23 g 0.17 g 0.12 g 0.10 g SCS&T 9021054 May 4, 1990 Page 8 Earthquakes on the Rose Canyon Fault Zone are expected to be r-^latively minor. Major seismic events are likely to be the result of movement along the Coronado Banks, San Jacinto, or Elsinore Fault Zones. Experience has shown that structures that are constructed in accordance with the Uniform Building Code are fairly resistant to seismic related hazards. It is, therefore, our opinion that stmctural damage is unlikely if such buildings are designed and constructed in accordance with the minimum standards of the most recent edition of the Uniform Building Code. SEISMIC SURVEY AND RIPPABILITY CH7\RACTERISTICS GEINERAL: The results of our .seismic survey and exploratory trenches performed for the referenced reports indicate that blasting will be required to obtain proposed cuts. In addition, isolated boulders are anticipated within cut areas that may require special handling during grading operations. A sunmary of each seismic traverse is presented in Table III below, and Plates Number 21 through 30. Our interpretation is based on the rippability characteristics of granitic and metavolcanic rock as described in Pages 15 through 17. TABLE III Seismic Ttcwerse No. S-11 Proposed Cut: 20' Geologic Unit: Granite Interpretation: 0-8' + 8' 1600 FPS Rippable Topsoils and Weathered Granitic Bedrock 8000 FPS Nonrippable Granitic Bedrock Seismic Traverse No. S-llR Proposed Cut: 20' Geologic Unit: Granite Interpretation: 0-9' + 9' 2000 FPS Rippable Topsoils and Weathered Granitic Bedrock 10000 FPS Nonrippable Granitic Bedrock SCS&T 9021054 May 4, 1990 Paae 9 TABLE III (continued) Seismic Ttawerse No. S-14 Proposed Cut: 10' Geologic Unit: Metavolcanic Interpretation: 0-2' + 2' 2000 FPS Rippable Topsoils and Weathered Metavolcanic Bedrock 5500 FPS Marginally to Nonrippable Metavolcanic Bedrock with Hardrock Floaters Seismic Ttaverse No. S-14R Proposed Cut: 10' Geologic Unit: Metavolcanic Interpretation: 0-6' 6'-30' 2500 FPS 4200 FPS Rippable Topsoils and Weathered Metavolcanic Bedrock Rippable to Marginally Rippable Metavolcanic Bedrock with Hardrock Floaters Seismic Traverse No. S-17 Proposed Cut: 17' Geologic Unit: Metavolcanic Interpretation: 0-12' 3400 FPS 12'-30' 5500 FPS Rippable Topsoils and Fractured Metavolcanic Pedrock with Hardrock Floaters Nonrippable Metavolcanic Bedrock Seismic Traverse No. S-17R Proposed Cut: 17' Geologic Unit: Metavolcanic Interpretation: 0-10' 3000 FPS 10'-30' 6000 FPS Rippable Topsoils and Fractured Metavolcanic Bedrock with Hardrock Floaters Norurippable Metavolcanic Bedrock SCS&T 9021054 May 4, 1990 Page 10 TABLE III (continued) Seismic Traverse No. S-18 Proposed Cut: Unlcnown Geologic Unit: Granitic Interpretation: 0-3' 3'-13' + 13' 2000 FPS Rippable Topsoils and Vfeathered Granitic Rock 4000 FPS Rippable Granitic Bedrock with Hardrock Floaters 5500 FPS Nonrippable Granitic Bedrock Seismic Traverse No. S-18-R Proposed Cut: UnJmown Geologic Unit: Granitic Interpretation: 0-3' 3'-20' + 20' 2200 FPS Rippable Topsoils and Weathered Granitic Rock 4000 FPS Rippable Granitic Bedrock with Hardrock Floaters 5500 FPS Nonrippable Granitic Bedrock Seismic Traverse No. S-19 Proposed Cut: Geologic Unit: Interpretation: 12' Ifetavolcanic 0-3' 3'-25' + 25' 2000 FPS Rippable Topsoils and Weathered Metavolcanic Bedrock 4000 FPS Rippable Topsoils and Fractured Metavolcanic Bedrock with Hardrock Floaters 15000 FPS Norurippable Metavolcanic Bedrock SCS&T 9021054 May 4, 1990 Paae 11 TABLE III (continued) Seismic Traverse No. S-19R Proposed Cut: 12' Geologic Unit: Interpretation: ffetavolcanic 0-2' 2'-20' + 20' 1750 FPS Rippable Topsoils and Weathered Metavolcanic Bedrock 4500 FPS Rifpable to Marginally Rippable Fractured Metavolcanic Bedrock with Hardrock Floaters 10000 FPS Nonrippable Metavolcanic Bedrock Seismic Traverse No. S-22 Proposed Cut: Geologic Unit: Interpretation: 30' Mixed Granitic and Metavolcanic 0-3' 3000 FPS Rippable Topsoils and Weathered Metavolcanic/ Granitic Bedrock + 3' 5500 FPS Marginally to Nonrippable Granitic/Metavolcanic Pedrock with Hardrock Floaters Seismic Traverse No. S-22R Proposed Cut: 30' Geologic Unit: Mixed Granitic and Metavolcanic Interpretation: 0-5' 2000 FPS Rippable Topsoils and Weathered Metavolcanic/ Granitic Bedrock +5' 10000 FPS Nonrippable Metavolcanic/ Granitic Bedrock SCS&T 9021054 May 4, 1990 Page 12 TABLE III (continued) Seismic Traverse No. SQ-5 Proposed Cut: 12' Geologic Unit: Metavolcanic Interpretation: 0-6' + 6' Rippable Nonrippable Seismic Ttaverse No. SQ-6 Proposed Cut: 12' Geologic Unit: Metavolcanic Interpretation: 0-6' + 6' Rippable Nonrippable Seismic Traverse No. SQ-7 Proposed Cut: 13' Geologic Unit: Mixed Granitic and Ifetavolcanic Interpretation: 0-6' Rippable + 6' Nonrippable Seismic Ttaverse No. SQ-8 Proposed Cut: 2' Geologic Unit: Metavolcanic Interpretation: 0-9' + 9' Rippable Nonrippable Seismic Traverse No. SQ-9 Proposed Cut: Unknown Geologic Unit: Granitic Interpretation: 0-10' + 10' Rippeible Nonrippable SCS&T 9021054 May 4, 1990 Paae 13 TABLE III (continued) Seismic Ttaverse No. SP-27 Proposed Cut: 20' Geologic Unit: ffetavolcanic Interpretation: 0-5' 5'-25' Rippable Nonrippable Seismic Traverse No. SP-28 Proposed Cut: 28' Geologic Unit: Metavolcanic Interpretation: 0-3' 3'-25' Rippable r^rginally Rippable Seismic Traverse No. SP-29 Proposed Cut: Geologic Unit: Interpretation: 28' Metavolcanic/Granitic 0-5' Rippable 5'-8' Marginally PUppable 8'-25' Nonrippable Seismic Ttavetse No. SP-30 Proposed Cut: 30' Geologic Unit: Metavolcanic/Granitic Interpretation: 0-6' Rippable 6'-25' Nonrippable Seismic Ttavetse No. SP-31 Proposed Cut: Geologic Unit: Interpretation: UnJaiown Metavolcanic/Granitic 0-3' Rippable 3'-10' Marginally Rippable 10'-25' Nonrippable SCS&T 9021054 May 4, 1990 Page 14 TABLE III (continued) Seismic Ttaverse No. S73-4 Proposed Cut: 8' Geologic Unit: Metavolcanic/Granitic Interpretation: 0-12' Marginally Rippable 12'-27' Nonrippable Seismic Traverse No. S73-5 Proposed Cut: 14' Geologic Unit: Metavolcanic/Granitic Interpretation: 0-15' Marginally Rippeible 15'-25' Nonrippable Seismic Traverse No. S73-6 Proposed Cut: 0' Geologic Unit: Metavolcanic/Granitic Interpretation: 0-8' 8'-15' Rippable Norurippable Seismic Ttavetse No. S73-8 Proposed Cut: 10' Geologic Unit: Granitic Interpretation: 0-28' 28'-33' Marginally Rippable Nonrippable Seismic Traverse No. S73-15 Proposed Cut: Unknown Geologic Unit: Granitic Interpretation: 0-10' 10'-15' Rippable Marginally Rippable Seismic Traverse No. S73-16 Proposed Cut: 5' Geologic Unit: Granitic Interpretation: 0-15' 15'-20' Rippable Nonrippable SCS&T 9021054 May 4, 1990 Page 15 In general, our seismic survey indicated that areas underlain by granitic rock present rippable material to depths ranging trom near surface to approxinately twenty feet, with nonrippable material below this depth. In areas underlain by metavolcanic and associated hypabyssal \y>rk, nonrippable materiais appear to be encountered at depths ot approximately two feet to fifteen feet. In addition, a variable zone of marginally rippable rock usually exists between the rippable and nonrippable rock. Village L-2 appears to be roughly evenly divided betvreen granitic and metavolcanic rock. The generation of fine material during blasting and mining operations is essential due to the characteristics of the on-site rock material. Therefore, "pre-shooting" of nonrippable material before removing the overlying soils and rippable rock is suggested. This procedure often helps to generate more fine material and to facilitate the mixing of soil and rock to be used as fill. RIPPABILITy CHARACTERISTIC OF (3RAN0DIORITIC ROCK RTPPARrr: CONDITION (0-4,500 FT./SEC.): This velocity range indicates rippable materials which may consist of decomposed granitic rock possessing random hardrock floaters. These materials will break down into slightly silty, vjell graded sand, whereas the floaters will require disposal in an area of nonstmctural fill. Some areas containing numerous hardrock floaters may present utility trench problems. Further, large floaters exposed at or near finish grade may present additional problems of removal and disposal. Materials within the velocity range of from 3,500 to 4,000 fps are rippable with difficulty by backhoes and other light trenching equipment. MARGINALLY RIPPABLE CONDITION (4,500 FT./SEC.-5,500 FT./SEC.): This range is rippable with effort by a D-9 in only slightly weathered granitics. This velocity range may also include numerous floaters with SCS&T 9021054 May 4, 1990 Page 16 the possibility of extensive areas of fractured granitics. Excavations may produce material that will partially break down into a coarse, slightly silty to clean sand, but containing a high percentage of + 1/4" material. Less fractured or weathered materials may be found in this velocity range that would require blasting to facilitate removal. Materials within this velocity range are beyond the capability of backhoes and lighter trenching equipment. Difficulty of excavation vrould also be realized by gradalls and other heavy trenching equipment. NONRIPPABLE GDNDITION (5,500 FT./SEC. & GREATER): This velocity range includes nonrippable material consisting primarily of fractured granitics at lower velocities with increasing hardness at higher velocities. In its natural state, it is not desirable for building pad subgrade. Blasting will produce oversize material requiring disposal in areas of nonstmctural fill. This upper limit has been based on the Rippability Chart shown on Plates Nunber 27 through 30 utilized for this report. However, as noted in the Caterpillar Chart on Plates Number 31 through 33, this upper limit of rippability may sometimes be increased to 7,000 to 8,000 fps material using the D-9 mounted #9 Series D Ripper. RIPPABILITY CHARACTERISTICS OF METAVOLCANICS AND ASSOCITVFED HYP7\BYSSAL ROCKS AND TONALITIC ROCKS RIPPABLE CONDITION (0-4,500 FT./SEC.): This velocity range indicates rippable materials which may vary from deconposed metavolcanics at lov<er velocities to only slightly deconposed, fractured rock at the higher velocities. Although rippable, materials may be produced by excavation that will not be useable in stmctural fills due to a lack of fines. Experience has shown that naterial within the range of 4,000 to 4,500 fps most often consists of severely to moderately fractured angular rock with little or no fines and sizeable quantities of + 1/4" material. SCS&T 9021054 ^^ay 4, 1990 Page 17 For velocities between 3,500 to 4,500 fps, rippability will be difficult for backhoes and light trenching equipment. MARGINALLY RIPPABLE CCNDITION (4,500-5,500 FT./SEC.): Excavations in this velocity range would be extremely time consuming and vnuld produce fractured rock with little or no fines. The higher velocities could require blasting. Trenching equipment would not function. NDNRIPPABEf: OCNDITION (5,500 FT./SEC. & GREATER): This velocity range may include moderately to slightly fractured rock v^ich would require blasting for removal. Material produced would consist of a high percentage of oversize and angular rock. Rippability of metavolcanics may be accomplished for higher velocities using the Caterpillar D-9 with the #9 D Series Ripper. Due to the fractured nature of some metavolcanics, ripping might be accomplished in as high as 8,000 fps material. SEISMIC TRAVERSE LIMITATICNS The results of the seismic SLurvey for this investigation reflect rippability conditions only for the areas of the t:raverses. However, the conditions of the various soil-rock units appear to be similar for the remainder of the site and may be assumed to possess similar characteristics. Our reporting is presently limited in that refraction seismic surveys do not allow for prediction of a percentage of expectable oversize or hardrock floaters. Subsurface variations in the degree of weathered rock to fractured rock are not accurately predictable. The seismic refraction method requires that materials become increasingly dense with depth. In areas where denser, higher velocity materials are underlain by lower velocity materials, the lower velocity materials would not be indicated by our survey. SCS&T 9021054 May 4, 1990 Page 18 All of the velocities used as upper limits for rippability are subject to fluctuation depending upon such local variations in rock conditions as: a) Fractures, Faults and Planes of Weakness of Any Kind b) Weathering and Degree of Decomposition c) Brittleness and Crystalline Nature d) Grain Size Further, the range of rippability using Caterpillar equipment may be increased using different equipment. However, it should be noted that ripping of higher velocity materials may tiecome totally dependent on the time available and the economics of the project. Ripping of higher velocity materials can be achieved but it may becone economically infeasible. GROUNDWATER: No groundwater was encountered during our subsurface explorations for the referenced reports. Even though no major groundwater problems are anticipated either during or after constmction of the proposed development, seasonal groundwater from precipitation mnoff may be encountered within the larger drainage swales during grading for the developnent. It is suggested that canyon subdrains be installed within drainage swales which are to receive fill. It should be realized that groundwater problems may occur after development of a site even where none were present before deveiopment. These eire usually minor phenomena and are often the result of an alteration of the permeability characteristics of the soil, an alteration in drainage pattems and an increase in irrigation water. Based on the permeability characteristics of the soil and the anticipated usage of the development, it is our opinion that any seepage problens which nay occvur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and vtien they develop. SCS&T 9021054 my 4, 1990 Page 19 CONCLUSIGNS AND REOCMMENDATIONS GENERAL In general, no geotechnical conditions v^re encountered which would preclude the development of the site as tentatively planned, provided the recommendations presented herein are follovi. Geotechnical conditions that will affect the proposed site development include expansive soils and hard granitic, metavolcanic and hypabyssal rock. Where possible, select grading is recontnended to keep nondetrimentally expansive soils within four feet from finish pad grade. In areas where this is not feasible, special foundation consideration will be necessary. In order to make the proposed excavations, vie anticipate that heavy ripping and blasting will be required. It is anticipated that the material generated from the cuts of the granitic, metavolcanic and hypabyssal rock will contain relatively low amounts of fine soils and large amounts of oversized naterial. Since rock fills require a percentage of fine soil, mining of the site, importing of fine materials or exporting excess rock may be necessary. GRADING SITE PREPARAnON: Site preparation should begin with the removal of any existing vegetation and deleterious matter from proposed improvement areas. Removal of trees should include their root system. Any existing loose surficial deposits such as topsoils, subsoils, uncompacted fills, and younger alluvium in areas to be graded should be removed to firm natural ground. The extent of the topsoils and subsoils will be approximately one or two feet. Existing uncompacted fills and younger alluvium are present only in minor scattered areas of the site. Firm natural ground is defined as soil having an in-place density of at least 90 percent. Soils exposed in the bottom of excavations should be scarified to a depth of 12 inches, moisture conditioned and recompacted to at least 90 percent as determined in accordance with ASTM D 1557-78, Method A or C. The mininium horizontal limits SCS&T 9021054 May 4, 1990 Page 20 of removal should include at least five feet beyond the perimeter of the stmctures, and all areas to receive fill and/or settlement-sensitive inprovQTients. SEEJBCT (3Utf)ING: Expeinsive soils should not be allowed within four feet from finish pad grade. In addition, expansive soils should not be placed within a distance from the face of fill slopes equal to ten feet or half the slope height, whichever is more. Select material should consist of granular soil with an expansion index of less than 50. It is recommended that select soils have relatively low permeability characteristics. In areas undercut for select grading purposes, the bottom of the excavation should be sloped at a minimum of three percent away from the center of the stmcture. Minimum lateral extent of select grading should be five feet away from the perimeter of settlement-sensitive inprovements. CUT/FILL TRANSmCN: It is anticipated that a transition line between cut and fill soils nay run through some of the proposed building pads. Due to the different settlement characteristics of cut and fill soils, constmction of a stmcture partially on cut and partially on fill is not recommended. Based on this, we recommend that the cut portion of the building pads be undercut to a depth of at least three feet below finish grade, and the materials so excavated replaced as uniformly compacted fill. The minimum horizontal limits of these recommendations should extend at least five feet outside of the proposed inprovements. IMPORTED FILL: All fill soil inported to the site should be granular and should have an expansion index of less that 50. Further, import fill should be free of rock and lumps of soil larger than six inches in diameter and should be at least 40 percent finer than 1/4-inch. Any soil to be imported should be approved by a representative of this office prior to importing. RTPPARTr.TTVi It is anticipated that the proposed cuts will require heavy ripping and blasting. Plates Nuniber 21 through 30 contain the results of our seismic traverses. The results are sunmarized within this report. This SCS&T 9021054 May 4, 1990 Page 21 condition will be further evaluated during the preparation nf the geotechnical investigation report. Additional seismic traverses will be perfonned in cireas where deep cuts are proposed. CMERSIzn) ROCK: Oversized rock is defined as material exceeding six inches in naximum dimension. It is anticipated that oversized naterial will be generated from proposed cuts. Oversized naterial may be placed in stmctural fills as described in Plate Number 16. SLOPE CONSTRUCTION: The face of all fill slopes should be compacted by backrolling with a sheepsfoot compactor at vertical intervals no greater than four feet and should be track walked when completed. Select grading should be performed to limit expansive soils within ten feet from face of fill slope or one half the slope height, whichever is greater. Recomraendations contained within this report reflect a select grading condition. All cut slopes should be observed by our engineering geologist to verify stable geologic conditions. Should any unstable conditions be found, mitigating measures could be required. SURFACE DRAINAGE: It is recommended that all surface drainage be directed away from the stmctures and the top of slopes. Ponding of water should not be allowed adjacent to the foundations. SUBDRAINS: A subdrain should be installed in canyon areas to receive fill in excess of ten feet. A s\±»drain detail is provided in Plate Nuntjer 17. EAR!EHWCX^: All earthwork and grading contemplated for site preparation should be acccjtplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation reconmendations presented in the sections above wiil supersede those in the Standard Reconmended Grading Specifications. All embankments, stmctural fill and fill should be conpacted to at least 90% relative conpaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed stmctures and beneath asphalt pavements should be SCS&T 9021054 May 4, 1990 Page 22 conpacted to minimum of 90% of its maximum dry density. Tlie upper tv^lve inches of subgrade beneath paved areas should be compacted to 95"^ of its maximum dry density. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the nass grading requirenents. The maximum dry density of each soil type should be determined in accordance with ASTM Test Method D-1557-78, Method A or C. SLOPE SIMIUTY Proposed cut and fill slopes should be constmcted at a 2:1 (horizontal to vertical) or flatter inclination. It is estimated that cut and fill slopes will extend to a naximum height of about 30 feet and 32 feet, respectively. It is our opinion that said slopes will possess an adequate factor of safety with respect to deep seated rotational failure and surficial failure (see Plate Nunter 18). The engineering geologist should observe all cut slopes during grading to ascertain that no adverse conditions are encountered. FOUNDKElGtE GENERAL: If the lots are capped with nondetrimentally expansive soils, conventional shallow foundations may be utilized for the support of the proposed stmctures. The footings should have a minimum depth of 12 inches and 18 inches below lowest adjacent finish pad grade tor one-and-tw-story construction, respectively. A minimum width of 12 inches and 18 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 psf may be assumed for said footings. This bearing capacity nay be increased by one-third when considering wind and/or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum distance of six feet and seven feet exist between the footing and the face of cut slopes or fill slopes, respectively. Retaining walls in similar conditions should be individually revie\«ed by this office. If it is found to be unfeasible to cap the lots with nondetrimentally expansive soils as reconmended, special foundation and slab SCS&T 9021054 May 4, 1990 Page 23 design will be necessary. This generally consists of d-^pened and more heavily reinforced footings, thicker, more hoaviiv reinforced .slabs. Recommendations for expansive soil conditions will 1-^^ provided atter site grading when the expansion index and depth of the prevailing foundation soils are l<nown. FffilNFORCEMEin': Both exterior and interior continuous footings should be reinforced with at least one No. 4 bar positioned near the bottom of the footing and one No. 4 bar positioned near the top of the footing. This reinforcCTEnt is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy stmctural considerations. If expansive soils exist within four feet of finish grade, additional reinforcing will be necessary. INTERIOR CONCRETE ON-GRADE SLABS: If the pads are capped with nondetrimentally expansive soils, concrete on-grade slabs should have a thic)<ness of four inches and be reinforced with at least No. 3 reinforcing bars placed at 36 inches on center each way. Slab reinforcement should be placed near the middle of the slab. As an altemative, the slab reinforcing nay consist of 6"x6"-W1.4xW1.4 (6"x6"-10/10) welded wire mesh. However, it should be realized that it is difficult to maintain the proper position of wire mesh during placement of the concrete. A four-inch-thick layer of clean, coarse sand or cmshed rock should be placed under the slab. This layer should consist of material having 100 percent passing the one-half-inch screen; no more than ten percent passing sieve #100 and no more than five percent passing sieve #200. l"/here moisture-sensitive floor coverings are planned, the sand or rock should be overlain by a visqueen moisture barrier and a two-inch-thick layer of sand or silty sand should be provided above the visqueen to allow proper concrete curing. EXTERIOR SLABS-CN-QRADE: For nonexpansive soil conditions, exterior slabs should have a minimum thiclcness of four inches. Wallcs or slabs five feet in width should be reinforced with 6"x6"-W1.4xW1.4 (6"x6"-10/10) welded wire nesh and provided with weakened plane joints. Any slabs betveen five and ten SCS&T 9021054 May 4, 1990 Page 24 feet should be provided with longitudinal weakened plane joints at the center lines. Slabs exceeding ten feet in width should be provided with a weakened plane joint located three feet inside the e.xterior perimeter as indicated on attached Plate Number 19. Both traverse and longitudinal weakened plane joints should be constmcted as detailed in Plate Number 19. Exterior slabs adjacent to doors and garage openings should be connected to the footings by dowels consisting of No. 3 reinforcing bars placed at 24-inch intervals extending 18 inches into the footing and the slab. SPECIAL LOTS: Special lots are defined as lots underlain by fill with differential thickness in excess of ten feet. The following increased foundation reconnendations should be utilized for said lots. Footings should be reinforced with two No. 4 bars positioned near the bottom of the footing and two No. 4 bars positioned near the top of the footing. Concrete on grade slabs should be reinforced with at least No. 3 reinforcing bars placed at 18 inches on center each way. Lots with fill differentials in excess of thirty feet should be evaluated on an individual basis. EXPANSIVE Cffi^RACTERISTICS: Metavolcanic rock generally weathers to a clayey subsoil, and its presence within four feet of finish pad grade will require special site preparation and/or foundation consideration. SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential settlements for the proposed stmctures may be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor hairline cracks on concrete due to shrinkage of constmction materials or redistribution of stresses are normal and nay be anticipated. EARTH RETAINING WALLS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 450 pounds per square foot per foot of depth up to a maximum of 2000 psf. This pressure nay be increased one-third for seismic SCS&T 9021054 May 4, 1990 Page 25 loading. The coefficient of friction for concrete to soil nay he assim«d to be 0.35 for the resistance to lateral movement. \<ihen combining frictional and passive resistance, the former should be reduced hy one-third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations when landscaping abuts the bottom of the wall. ACnVE PRESSURE: The active soil pressure for the design of unrestrained earth retaining stmctures with level backfills may be assumed to be equivalent to the pressure of a fluid veighing 35 pounds per cubic foot. For 2:1 (horizontal to vertical) sloping backfills, 14 pcf should be added to the preceding values. These pressures do not consider any surcharge. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. This value assumes a drained backfill condition. Waterproofing details should be provided by the project architect. A subdrain detail is provided on the attached Plate Number 20. BACKFILL: Ail backfill soils should be conpacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the nasorury has reached an adequate strength. FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overtuming and sliding. LIMTEATICWS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be nade available to the geotechnical engineer and engineering geologist so that they may review and verify their conpliance with this report and with Chapter 70 of the Uniform Building Code. SCS&T 9021054 May 4, 1990 Page 25 It is reconmended that Southem Califomia Soil & Testing, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF CONDITICNS The recomnendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locatiotis and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that nay occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITKnONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, v^ether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the Standards-of-Practice SCS&T 9021054 • May 4, 1990 Page 27 and/or Govemment Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes bevond our control. Therefore, this report should not be relied upon atter a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSICNSL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that si±isurface conditions may vary from those encountered at the locations where our trenches, surveys, and explorations are made, and that our data, interpretations, and reconmendations are based solely on the information obtained by us. We will be responsible tor those data, interpretations, and reconnendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our fumishing of oral or written reports or findings. CtilENT'S RESPONSIBILITY It is the responsibility of Lyon Communities Incorporated, or their representatives to ensure that the infomation and recomnendations contained herein are brought to the attention of the stmctural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to instire that the contractor and his subcontractors cairry out such reconrrendations during constmction. SCS&T 9021054 May 4, 1990 Page 28 FIELD EXPLORATICWS Four subsurface trench explorations were made at the locations indicated on the attached Plate Number 1 on Septenter 6, 1988 within the subject site (see Plates Number 3 through 6). In addition. Plates Number 7 through 12 from the referenced reports contain additional trench excavations made in December of 1982, of similar soils within the subject subdivision. These explorations consisted of trenches dug by the means of a backhoe. Six seisndc traverses were also performed in September of 1988, four January 10, 1984, five July 29, 1983, and six April 14, 1973. The field work was conducted under the observation of our engineering geology personnel. The results are shown on Plates Number 21 through 30. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. LABORATORY TESTING Laboratory tests were performed in accordance with the generaliy accepted American Societiy for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is presented below: a) CLASSIFICATION: Field classifications v^re verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) tDISTORE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit SCS&T 9021054 May 4, 1990 Page 29 veight is determined in pounds per cubic foot, and the in-place noistture content is determined as a percentage of the soil's dry veight. The results are simmarized in the trench logs. c) GE^AIN SIZE DISTRIBUTION: The grain size distribution was determined for representative samples ot the native soils in accordance with ASTM D422. The results of these tests are presented on Plate Number 13. d) CCMPACnON TEST: The maximum dry density and optimum moisture content of typical soils vere determined in the laboratory in accordance with ASTM Standard Tfest D-1557-78, Method A. The results of these tests are presented on the attached Plate Number 14. e) EXPANSION TEST: The expansive potential of clayey soils was determined in accordance witJi the following test procedure and the results of these tests appear on Plate Number 14. Allow the trimmed, undisturbed or remolded sample to air dry to a constant moisture content, at a temperature of 100 degrees F. Place the dried sample in the consolidometer and allow to compress under a load of 150 psf. Allow moisture to contact the sample and measiare its expansion from an air dried to saturated condition. f) DIRECT SHEAR TESTS: Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a dianeter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Sanples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approxinately 0.05 inches per minute. The average shear strength values for granitic and metavolcanic rock are presented on attached Plate Nuniber 15. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SY.MBOL I. sieve size. CLEAN GRAVELS COARSE GRAINED, more tnan naif of material is laraer tnan No. 200 GRAVELS More tnan naif of coarse fraction is larger than No. 4 sieve size but smaller tnan 3". GRAVELS WITH FINES (Appreciable amount of fines) SANDS More than naif of coarse fraction is smaller tnan No. 4 sieve size. CLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) II. FINE GRAINED, more than naif of material is smaller than No. 200 sieve sTzFI SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit greater than 50 GW GP GM GC SW SP SM SC ML CL OL MH CH OH HIGHLY ORGANIC SOILS PT "YPICAL NAMES Well graaefi gravels, gravel- sand mixtures, little or no fines. Poorly graded gravels, gravel sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-siit mixtures. Clayey gravels, poorly graded gravel-sano, clay mixtures. Well graded sand, gravelly sands, little or no fines. Poorly graced sanas, gravelly sands, 'i ittle or no fines. Silty sands, poorly graced sand and silty mixtures. Clayey sands, poorly graaed sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silts and organic silty clays or low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. US - Water level at time of excavation or as indicated Undisturbed, driven ring sample or tube sample CK — Undisturbed chunk sample BG — Bulk sample SP — Standard penetration sample y\ 80UTHBRM CALIFORNIA >Hr^ SOIL A TESTINQ, INC. CALAVERAS HEIGHTS-VILLAGE L-2 BY: KAR DATE: 4-19-90 JOB NUMBER: 9021054 Plate No. 2 1 SOUTHERN CALIFORNIA SOIL A TESTING,INC. SUBSURFACE EXPLORATION LOG LOGGED BY: JBR JOB NUMBER: 90210Sft DATE LOGGED: 9-6-88 Plate No. 3 z t-a. Ul a 1 2 UJ I O < -I y Ui -J 0. Crt < TRENCH NUMBER 16 ELEVATION DESCRIPTION < 0) o. — a. O <. S z Ul oc < a a. < > >• u z Ui (0 c o >• (rt Z _ Ul ° 1 > cc o c (O Ul i ^ 5 o Ul o * o 1 _ SM SW/ SM Dark Brown SILTY SAND (TOPSOIL) Light Brown SLIGHTLY SILTY SAND (METAVOLCANIC ROCK) Dry Loose to Medium Dense Humid Very Dense 1 Practical Refusal at 2' SUBSURFACE EXPLORATION LOG LOGGED BY: JBR DATE LOGGED: g_5_88 JOB NUMBER: 9021054 Plate No.. 4 SOUTHERN CALIFORNIA SOIL ATESTINQ,INC. UJ ! 0. 1 > — ! >- Ul o 0. < (rt < u TRENCH NUMBER 17 ELEVATION •ESCRIPTION I- lu z a: S = K (- < (0 a. — a. O z Ul Ul <o = M ^ CO UJ o c/1 O o o (O z _ Ul ° a >-c o UJ K (0 UJ i ^ s o u z Ul o < < -t a. Ul 2 « O 1 - SM SW/ SM Darl< SILTY SAND with GRAVEL & COBBLE -OPSOIL) Green Tan Slightly SILTY SAND (METAVOLCANIC ROCK) Practical Refusal at 3' Dry Humid Loose Dense SOUTHERN CALIFORNIA SOIL ATESTING.INC. SUBSURFACE EXPLORATION LOG LOGGED BY: JBR DATE LOGGED: g_7-3g JOB NUMBBH: 9921054 Plate No. 5 i i 1. I il I 3 I I UJ o. a. < (rt 0 < TRENCH NUMBER 18 ELEVATION DESCRIPTION r- UJ 2 CC < « a. — 0. O < 2 ^ " H Z 2 t Ul Ul cn < £2 IU 0.0,0 o o u (A Z _ Ul - >- E a UJ ^ E 3 ^- H Z (A Ul 3 O z Ul o t- o "= o u SM 1 - [ BG 5W/SM SC Dark Brown SILTY SAND (TOPSOIL) Dark Red, Brown VERY CLAYEY SAND Light Brown SLIGHTLY SILTY SAND (METAVOLCANIC ROCK) Dry Humid Humid Loose to Medium Dense Dense Very Dense Practical Refusal at 3' SOUTHERN CALIFORNIA SOIL A TESTING,INC. SUBSURFACE EXPLORATION LOG SOUTHERN CALIFORNIA SOIL A TESTING,INC. LOGGED BY: JBR DATE LOGGED:9-6-88 SOUTHERN CALIFORNIA SOIL A TESTING,INC. JO. NUMBER: ^^21054 Plate No. 6 I. I- z TR ENCH NUMBER ;Z 1 ELEVATIO .N C I DESCRIPTION z UJ cc < a < UJ cc 3 Z Ui E < O. < z Crt Crt z o o (rt z Ul o E o (rt z _ UJ — ° 3 c Q Ui E 3 t-(0 o s o u z Ui o > — — I— < < = o u iSM/sq SC/CL - BG RED BROWN, CLAYEY SILTY SAND (TOPSOIL) RED, BROWN, GRAY, SANDY CLAY (WEATHERED DECOMPOSED GRANITE) YELLOW BROWN, SILTY GRAVELY SAND (DECOMPOSED GRANITE) MOIST TO WET WET MOIST MEDIUM DENSE MEDIUM STIFF DENSE TO VERY DENSE REFUSAL AT 3' TRENCH NUMBER TQ-2 SM/SL BROWN CLAYEY SILTY SAND (TOPSOIL) MOIST MEDIUM DENSE ML GREEN BROWN, SANDY SILT MOIST STIFF ISM/ML BG YELLOW, RED, BROWN. SILTY SAND (WEATHERED DECOMPOSED GRANITE) MOIST MEDIUM DENSE SM I : aJ YELLOW BROWN, SILTY SAND (DECOMPOSED GRANITE) MOIST MEDIUM DENSE TO DENSE VERY DENSE 121.9 12.1 TRENCH ENDED AT 8' SOUTHERN CALIFORNIA SOIL ATESTING,INC. SUBSURFACE EXPLORATION LOG CRB DATE LOGGED: T 2-15-82 JOB NUMBER:gQ2i054 Plate No. 7 I I a. I : - 1 a. < LO On < o o TRENCH NUMBER T SLEVA' N DEECRIPTIGN r- vu 2 (C Ui a: w < CO (J. — a. O < Z z Ui E < O. O. < >• o > z i: UJ cn — v> z o CJ Ui a E o Crt z _ Ui — ° 3 > E O Ui £ 3 t- h. 2 (rt Ui O s z o z Ui o < < o. Ui 2 * O BAGSM/Sq CK I RED BROWN, CLAYEY SILTY SAND (TOPSOIL) MOIST MEDIUM DENSE CK SM CK YELLOW BROWN, SILTY SAND (DECOMPOSED GRANITE) MOIST DENSE TO VERY DENSE 118.2 10.8 TRENCH ENDED AT 8* TRENCH NUMBER TQ-7 RED BROWN. SILTY SAND (TOPSOIL) M)IST DARK GRAY, GRAVELY SILTY SAND (DECOMPOSED GRANITE) MOIST TRENCH ENDED AT 2' MEDIUM DENSE DENSE TO VERY DENSE I SOUTHERN CALIFORNIA SOIL ATESTINGJNC. SUBSURFACE EXPLORATION LOG '•^^^""'^ CRB DATE LOGGED: 12-15-82 JOB NUMBER: 9021054 Plate No. 8 = I TRENCH NUMBER T - -o - Z \ ELEVATIONS; DEECRIPTIGN ^ UJ 2 E oc K < Cfl a — a. O < S z i ^ Ui Ui (rt z Ui 2 Cfl CO O E o (O z _ Ui ^ > E Q Ui E 3 h- — O z z Ul »-z o o Ui > Ui E Z o o < 0. z o u RED BROWN. CLAYEY SILTY SAND (TOPSOIL) MOIST MEDIUM DENSE 2. 3 GM BAG GRAY, SANDY GRAVEL (METAVOLCANIC ROCK) MOIST DENSE TO VERY DENSE TRENCH ENDED AT 5' TRENCH NUMBER TQ-9 I i I [ CK BAG SM/ SC CL SM RED BROWN, CLAYEY SILTY SAND (TOPSOIL) GRAY BROWN, SANDY CLAY (WEATHERED DECOMPOSED GRANITE) YELLOW BROWN, SILTY SAND (DECOMPOSED GRANITE) MOIST MEDIUM DENSE MOIST STIFF MOIST DENSE TO VERY DENSE 128.1 10.1 TRENCH ENDED AT 6 SOUTHERN CALIFORNIA SOIL ATESTING,INC. SUBSURFACE EXPLORATION LOG LOGGED BY: DATE LOGGED: 12-15-82 JOB NUMBER:9Q21054 Plate No.. 9 C lass J escriDCicr. T] i ^f!^ SC . Clavev Siltv >3.na i TuDsoii) .'I SC/ . Red/Brown/Grav, ',;et, ::edium Stiff, Sandv i/' , 'i CL i Clav I U'eatiierea Decomoosed Granite) ense, SM ; Veilow-brown, Iloisc, Dense co Very D i Siltv Gravelv Sand (Decomposed Granite) Refusal ac 3 Feet SOUTHERN CALIFQPNIA SOIL & TESTING, INC. CALAVERAS HEIGHTS-VILLAGE L-2 BY CRB JOB NO. 9021054 DATE 12-15-82 Plate Nn. 10 L ass I" 1 ^.=a-hrown . -'.jisc. ''.^diuT. r;L:nse. •• ilcv 1 JDSOll', • jOI. 1 «|0|-( 1 Jark Grav •ravelv S . ;;jisc. Jense co Verv iltv sana i Decorr.Dosea C Oense. ranice) Trencn Ended ac 2 Feee SOUTHERN CALIFORNIA S^X SOIL. & TEBTINQ , INC. BAN DiaaO, CAI.I«>OMNIA ••^•O CALAVERAS HEIGHTS-VILLAGE L-2 ^ CRB °*TH 12-16-82 JOB NO. 9021054 Plate No. 11 -20 TT Lass esc r i:; cion • SM/ / '6. --.ea-orown. Mjisc. 1'.edium Dense, rilt".' Sand i T-jDsoil'; _avev jray, ;.jisc, -anse co very aense. Gravel (M.etavoicanic .Rock) ;anav Trench Ended ac 5 Feet 1 SOUTHBRN CALIFORNIA ^^i^g^ BOIl. A TEBTINQ , INC. H eiMO. BAklPOMMIA ••IMQ CALAVERAS HEIGHTS-VILLAGE L-2 • ^ CRB 12-21-82 • JOB NO. 9021054 Plate No. 12 LO N m o tn H CD C H O Z 5 o ro o tn 4^ TO a CD 0 '"1 If m h > Cl U.S standard Si ews ^' '' ^2 "IO "SO Mo hso f- -i?: 3 Hydromet er (Minutas) 30 I no »e TS s 4 ) \ Grain Sue {mmj 180 90 60 70 401 IJ 20 I o o Ql rt-(B 1 O I 00 cn CO I CD I fV) PARTICLE 1 BOULDER! COBBLES 1 GRAVEL Coorit SIZE LIMITS Fin* SANO Coarta Mtdlum (12 in ) 3m 3/410 NO.4 No.lO No.40 U. S. STANDARD SIEVE TQ-2 P 3' TQ-2 0 4'-5' — • • •—— TQ-8 (a 4'-5' Fin* SILT OR CLAY No. 200 SIZE DIRECT SHEAR SUMMARY (0 CO (0 UJ flC K 0) cc < UJ X 2 2M L 2L NORMAL STRESS, KSF SAMPLE OESCRIPTION ANQLE OF INTERNAL FRICTION (•) COHESION INTERCEPT (ptf) TQ-8(33'-4' Remolded to 90% 38 200 y\ SOUTHERN CALIFORNIA SOIL A TESTING,INC. CALAVERA HEIGH BY: KAR JOB NUMBER: 9021054 S-VILLAGE L-2 DATE: 5-01-90 Plate No. 15 (A o m (A H (A O c H Z m a o > r i s w o •< a z c C a C~l m CD J» a f— < m o ;a ro J> (—' o n: tn m .c» t—t CD 3: -H o CO -o 1 lat T P • VIL to r-C>J > 1 CT) o 1—' m . CTl 1 i~ 1—' U3 1 O ro 0VFR«^7F ROCK DISPOSAL (Struclural Soil" Rock Fill) P/L ^ i min- D i r 'm ' . '•2' ^ i min- D i r 'm ' 'min. ^ •wr •ons I. Coa^tctt toll rill IMll CMtllii » Ititt 40 ptrctnt toll (IIM Mill"! )/4-l*ck lU*t, (by •tl,ht). «nd bt c<Mptct*4 U accM-^MU wlU tMctricKloni for (trvcturtl rill. t. Recki Mtr t fMt In MIIM «laMilon not ptraltud In nil. lOK A: lUNC I: IONC C: ZONe 0: Inchei In grtHt\t UGENO ConpKted toll rill. No rock fr«giiicn(t ovtr 6 diMentlon. lio<kt 2 lo 4 r((( In atiiliMia dlawntlon pUccd In cutap^cled toll nil conromln, to IONC Jl. »ock| i Inchci (0 2 tttt In nialaM dla«nilon uniroraly dlwrlbu- »»d Jnd well (pKcd In coaptcted toll fill conforaln, (e lOlt A Hequlred for 4II olslln, tlopet (:l tnd tlceper. 90« «l..lni« co.ip«llon. im A, a, or C aiterI4I aty bc uicd for lOHl 0 NATURAL QROUND BENCHING CANYON SUBDRAIN DETAIL W777777777Z COMPACTED FILL // viMw/'//M REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH: SEE DETAIL A&B DETAIL A FILTER MATERIAL '6 CUBIC FEET/FOOT FILTER MATERIAL SHALL BE CLASS 2 PERMEABLE MATERIAL PER STATE OF CALIFORNIA STANDARD SPECIFICATIONS, AND APPROVEO ALTERNATE. CLASS 2 FILTER MATERIAL SHOULD COMPLY WITH THE FOLLOWINQ LIMITS DETAIL A-1 PERFORATED PIPE 4 0 MINIMUM PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL SIEVE SIZE 1 3/4 3/8 No. 4 No. 8 No. 30 Ne. 60 No. 200 % PASSINQ 100 90-100 40-100 28-40 18-33 8-18 0-7 0-3 DETAIL B DETAIL OF CANVON SUBDRAIN TERMINAL 6 MIN OVERLAP FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) DESIGN FINISH QRADE • , 0 DETAIL B-1 1 1/2 MAX GRAVEL OR / DETAIL APPROVED EQUIVALENT B-2 6 CUBIC FEET/FOOT 1 1/2"GRAVEL WRAPPED IN FILTER FABRIC SUBDRAIN INSTALLATION:SUBDRAiN PIPE SHALLBE INSTALLED WITH PERFORATIONS DOWN SUBDRAIN PIPE:6UBDRAIN PIPE SHALL BE PVC OR ABS, TYPE SDR 35 FOR FILLS UP TO 35 FEET DEEP. OR, TYPE SDR 21 FOR FILLS UP TO 100 FEET DEEP y\ SOUTHERN CALIFORNIA SOIL A TESTING, INC. CALAVERA HEIGHTS-VILLAGE L-2 y\ SOUTHERN CALIFORNIA SOIL A TESTING, INC. BY: DBA DATE: 4-19-90 y\ SOUTHERN CALIFORNIA SOIL A TESTING, INC. JOB NUMBER: 9021054 Plate No. 17 SLOPE STABILITY CALCULATIONS Janbu's Simplified Slope Stability Method Assume Homogeneous Strenath Parameters throughout the si one ^ (°) C(psf) W,(pcf) 38 Metavolcanic & Granitic Rock * Cut & Fill Slopes Incl H (ft) FS 200 130 2:1 32 2.3 Average Shear Strength Values Where: = Angle of Internal Friction C = Cohesion (psf) w s = Unit weight of Soil (pcf) H = Height of Slope (ft) FS = Factor of Safety SOUTHBRN CALIFORNIA SOIL A TESTING, INC. CALAVERA HEIGHTS - VILLAGE L-2 BY: KAR JOB NUMBER: 9021054 DATE: 3-16-90 Plate No. 18 THANSVERSE WEAKENED PLANE JOINTS Q' ON CENTER (MAXIMUM) SLABS IN EXCESS OF 10 FEET IN WIDTH PLAN NO SCALE 3 i n TOOLED JOINT r/2 w/2 . W/2 SLABS' 6 TO 10 FEET IN WIDTH (6'x6'-10/10) WELDED WIRE MESH \ WEAKENED PLANE JOINT DETAIL NO SCALE SOUTHERN CALIFORNIA CALAVERA HEIGHTS-VILLAGE L-2 SOUTHERN CALIFORNIA SOIL L TESTING. INC. BYt KAR DATEJ .. 4-25-90 SOIL L TESTING. INC. JOB NUMBERt 9021054 Plate No. 19 ^\*,^ * i«>.«i.«.< WATERPROOF BACK OF WALL PER ARCHITECTS SPECIFICATIONS 3/4 INCH CRUSHED ROCK OR MARIDRAIN MOO OR EQUIVALENT GEOFABRIC BETWEEN ROCK AND SOIL 4" DIAMETER PERFORATED PIPE ^HOUSE ON QRADE SLAB i 9> t NOUSE RETAININQ WALL SUBDRAIN DETAIL NO SCALE SOUTHERN CALIFORNIA CALAVERA HEIGHTS-VILLAGE L-2 * SOIL A TESTING, INC. BY: KAR DATE: 4-25-90 Plate No. 20 DISTANCE SOUTHERN CALIFORNIA SOIL ft TESTINQ, INC. •••a nivanDALc •rtteBT • AN Oiaao, CALIItORNIA BB-IBO )OB CalaverasHts. Vi 11. L-2 ctOLOGIST_^Ji?R/R[. IOB NO 9021054 El EVATION _4Q51 . _ _ TRAVERSE NO _ S=ll . ._ . _ SURFICIAL MAT I .__ Bes jdua] TRAVERSE TYPE ROCK TYPE Gr-^Qitic P 1 T ^ln o 1 180 120 60 ISO 100 50 120 80 40 DISTANCE SOUTHERN CALIFORNIA BOIL & TESTING , INC. •••a MivMROALC mn^mmr • AM OiaoO. CALIFORNIA •BIBO )OB Calgvera Hts. Vill. L-2 IOB NO 9021051 I I 100 200 300 TRAVERSE NO S-14 TRAVERSE TYPE GEOLOGIST _je/B£ ELEVATION 41Q' _ . 11'IT;C'-I MA; I -_BfiSidua] Soils ROCK TYPE _Metavolca.nic 9? 180 120 60 ISO 100 SO 120 80 40 90 60 30 60 40 20 30 20 10 DISTANCE • 30 20 40 60 30 60 90 40 80 120 50 100 150 60 120 180 SOUTHBRN CALIFORNIA BOIL ft TESTINO, INC. •BBo nivanoALB BTMKBT • AN OiaaO, CALIFORNIA BB1BO JOB NO 9021054 TRAVERSE NO hll TRAVERSE TYPE SURFICIAL MAI L, -^Jdual Sojjs ROCK TYPE Metavolcanics 70 80 90 100 140 160 180 300 210 340 270 300 GEOLOGIST D.S. . - ElE VATION _ _425' 180 120 60 ISO 100 SO 120 80 40 90 60 30 60 40 20 30 20 10 • 20 • 30 I 20 40 60 DISTANCE 30 40 50 60 70 BO 90 100 60 BO 100 130 140 160 180 200 90 120 150 180 210 240 270 300 IOB Calaveras Hills _ GEOLOGIST D.S. SOUTHERN CALIFORNIA SOIL ft TESTINO, INC. • BBO RIVBROALC BTHCBT • AN DIBOO. CALIFORNIA BBISO ,Ou NO 8821142 TRAVERSE NO TRAVERSE TYPE El EVA I ION 435' SURFICIAI MAT'L .l^*^^ I ]^ ROCK TYPE _ ^r^^i£ 180 120 60 ISO 100 SO 120 80 40 90 60 30 60 40 20 30 20 10 • I • 30 • 30 20 40 60 30 60 90 DISTANCE 40 50 60 70 80 80 IOO 120 140 160 120 150 ISO 210 340 JOB. Calavera Hts. Vill. L-2 G£(JLOGIST „ _ 4 SOUTHERN CALIFORNIA BOIL ft TESTINO, INC. • B^O RIVBROALC •TRBBT • AN OianO, CALIFORNIA BBIBO JOB NO 9021054 TRAVERSE NO irl?. TRAX'FRSE TYPE 90 180 270 _ ELEVATION 395' SURFICIAL MAT I __Residual Soils _ ROCK TYPE Metavolcanic 100 300 300 Plafp Nn 180 120 60 150 100 SO 120 BO 40 90 60 30 60 40 20 30 20 10 a 10 • 20 • 30 20 40 60 DISTANCE SOUTHERN CALIFORNIA BOIL ft TESTINO, INC. BAN OiaaO, CALIFORNIA BBIBO 30 40 50 60 70 80 90 100 60 BO 100 120 140 160 180 300 90 120 150 180 210 240 370 300 |OB Calavera Hts. Vill. L-2 GEOLOGIST U.S. IOR NO 9021054 ELEVATION __435i. TRAVERSE NO, 5^22. & Sr22E SURFICIAI MAT L. Weathered Rock/To|)Soi TRAVERSE TYPE Nimbus E5-125 ROCK TYPE Mix Grani ti c/Metovol can Ic Plato Mn ?fi r I I i I i I i I I i i I I I I I r I I z;ip:::Ap:; NO RIPPING SOFT MEDIUM -ARD -f / / / A.A / / 3 LASTING 7 1000 2000 3000 4000 5o!) VELOCITY, FT/SEC. Jd I ' I • I • I ' I 0 6000 7000 8000 9000 10000 RESULTS TRAVERSE NO. 15 _ ^0 - Q. UJ TC 35 a I / SO-2 a I b j SO-3 aTF SQ-£lS0-5 a lb —r~ 7. 1 sn-6 alb I i •:.-\ SO-7 I SO-8 I SO-9 SO-IOI SO-11 SO-12 SO-lsl SO-14 1 U2-a I b 1 i NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING DENSITY IN DIFFERENT LOCATIONS OVER THE STUDf AREA. SEISMIC TRAVERSE NUMBERS ^ REFER TO LOCATIONS PIOTED ON ATTACHED PLANS. THE*RIPRABIUTY INDEX'IS A MODIFICATION OF CHARTS BY THE CATERRLLAR CO. ANO ARTICLE IN ROADS AND STREETS; SEPT, 1967. a I b -'1 SOUTHERN CAUFORNIA TESTING ^•iX LABORATORY, INC 53K^ SaaO RIVERDALE SIHECT BAM Oma CAUFORNU 92120 7144BM134 CALAVERA HILLS VILLAGE L-2 SEISMIC RESULTS BY SMS DATE 1-10-84 SEISMIC RESULTS JOB Ma 9021054 Plate No.27 '—OIL ^'DE.X NO PIPPIKJG '.OFT ;: j V.I -3';_AST; : / 0 -000 ZO'OO lo'oO 40C0 5000 SOOO 7c'oO aOCO 3000 -cooo VELOCITY, Ft/SEC. RESULT TRAVERSE NO. ^T-i;^|ST aio a I b ST-20 ST-21lsT-22lsT-23 SR-24 ST-25 GSOPH. NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING STUO. AREA. SEISM^: T^AVERS^ NUMBERS ^ REFER TO LOCATIONS PLOTED ON AHACHED PLANS THE RIPPABILITY INDEX'lS A MODIFICATION OF CHARTS BY THF rATPRPii i AB CO. AND ARTICLE IN 'ROADS AND STREETS; SEPlf 1997 CATERRLLAR SOUTHERN CAUFORNIA TESTING UBORATDRY, INC. 6280 RIVERDALE STREET SAM OlCOa CALIFORNU 92120 714.Sa3-6134 CALAVERA HEIGHTS-VILLAGE L-2 SEISMIC RESULTS DBA JOB NO. 9021054 DATE 7-29-81 Plate No. 28 NO RlPPi'^JG 30FT M£DrjM -ARD 3 LAS TING I ! id X I ' i • I ' i 0 '000 2000 3000 4000 5000 5000 7000 3000 9000 "OOOO VELOCITY, PT./SEC. RESULTS TRAVERSE NO. GcOPH a I b a I D a I b I a 'c? a I 5 a I b I NOTE- THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING DENSITY INDIFFERENT LOCATIONS OVER THE STUW AREA. SEISMIC TRAVERSE NUMBERS ^ REFER TO LOCATIONS PLDTED ON ATTACHED PLANS. T>€ RIPPABIUTY INDEX'lS A MODIFICATION OF CHARTS BY THE CATERRLLAR CO. AND ARTICLE IN * ROAOS AND STREETS; SEPT. 1967 ^^S. SOUTHERN CAUFORNIA TESTING /^^N LABORATORY. INC ^•Jl^ 8280 RIVCROALE STREET SAM nSOa CAUPORNU 92120 >5r 714.2834134 CALAVERA HEIGHTS-VILLAGE L-2 SEISMIC RESULTS DBA 7-29-83 SEISMIC RESULTS JOB NO. 9021054 Dl a f-o Nn 29 i •y NDE.X NO RIPPING SOFT MEDIUM BLASTING 1000 2000 3000 4O0O 5000 6000 7o'oO SOOO 9000 ^0000 VELOCITY, FT/SEC RESULTS TRAVERSE NO. S73-2 S73-5-3 S73-6 I b S73-8 S73-Q S73-KS73-1; S73-1 S73-1:S73-lr SOPH^ ai a I o a i b 20 / 0 / I m /i 4 in / NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING DENSITY INDIFFERENT LOCATIONS OVER THE STUDY AREA. SEISMIC TRAVERSE NUMBERS ^ REFER TO LOCATIONS PIOTED ON ATTACHED PLANS. TF€ RIPPABIUTY INDEX'IS A MODIFICATION OF CHARTS BY THE CATERRLLAR CO. ANO ARTICLE IN ROADS AND STREETS; SEPT, 1967. SOUTHERN CAUFORNIA TESTING LABORATORY, INC 8280 RIVEROAU STREET SAN OIIBa CAUFORNU 92120 714.aB»«134 CALAVERA HEIGHTS-VILLAGE L-2 SEISMIC RESULTS DBA DATE 4-14-73 DSL CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1986 Salamic Velocity ^••t Par aaoMM i 1000 2 3 4 5 6 8 9 10 11 12 13 14 15 TOPSOIL CLAY IGNEOUS ROCKS GRANITE aABALT SEDIMENTARY ROCKS 3HALE SANDSTONE SILTSTONE CLAYSTONE CONOLOMERATE METAMORPHIC ROCKS SCHIST 3LATE i ,••( / r r • \y - 1 / . II ' i,1 ./ f / 1 1 i / i / /• / • y • 1 ^ \^ y \^ y \y /• / / \./\y -1 -f / 'y V '\y ^ r . y • y 1 RIPPABLE MARGINAL NON-RIPPABLE L DSL Ripper Performance • Multi or Single Shank No. 8 Ripper • Estimated by Seismic Wave Velocities y^^v SOUTHERN CALIFORNIA SOIL & TESTING, INC. CALAVERA HEIGH TS-VILLAGE L-2 y^^v SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY: KAR DATE: 4-19-90 y^^v SOUTHERN CALIFORNIA SOIL & TESTING, INC. JOB NUMBER: 9021054 Plate No. 31 Salamtc Velocity •••t Far Saoana i lOOO D9L CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1986 D9L Ripper Performance • Multi or Single Shank No. 9 Ripper • Estimated by Seismic Wave Velocities SOUTHERN CALIFORNIA SOIL S. TESTING, INC. CALAVERA HEIGHTS-VILLAGE L-2 BY: KAR JOB NUMBER; 9021054 DATE: 4-19-90 Plate No. 32 Salamic Velocity F*ai Far aaaaaa i lOOO Dl 1N CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1986 23456789 10 11 12 13 14 15 TOPSOIL CLAY IGNEOUS ROCKS GRANITE 3A8AUT SEDIMENTARY ROCKS SHALE SANOBTONE 3I.TSTONS CLAYSTONE CONOLOMERATE METAMORPHIC ROCKS SCHIST SLATE \/V/A//A//y/yY77 YZ^ZZZZZZZZZL VX//X// YZZZZZZZ. VZ2Z7ZZZ1 WTZZZZZc YZZZZZZZZL TZZZZZ7ZZZZZL V/AA/, z RIPPABLE MARGINAL NON-RIPPABLE YAAAAA\ Dl 1 N Ripper Performance • Multl or Single Shank No. 9 Ripper • Estimated by Seismic Wave Velocities I- V I- SOUTHERN CALIFORNIA CALAVERA HEIGHTS-VILLAGE L-2 SOIL & TESTING. INC. BY: KAR DATE: 4-19-90 SOIL & TESTING. INC. JOB NUMBER: 9021054 Plate No. 33 CALAVERA HEIC5nS VILLAGE L-2, HARWICH DRIVE, CARISBAD RBOHMENDED C3RADING SPECIFICKTIONS - CJNERAL PRDVTSICNS GENERAL INBENr The intent of these specifications is to establish procedures for clearing, conpacting natviral ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recuiiiifcjndations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Reconmended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report; or in other written coimiunication signed by the Geotechnical Engineer. GBSERVT^nOM AM) TESnTC Southern California Soil and Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the vrork was acconplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he nvay provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recuiiiifcjndations. (R-9/89) SCS&T 9021054 'lay 4, 1990 Appendix, Fage 2 If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. Tests used to detennine the degree of conpaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D-1557-78. Density of Soil In-Place - ASTM D-1556-64 or ASTM D-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 90% of its naximum dry density. (R-9/89) SCS&T 9021054 :!ay 4, 1990 Appendix, Page 3 When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent tormationai soils. The lower bench shall be at least 10 feet wide or 1-1/2 times the the equipment width whichever is greater and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at ieast 6 feet wide. The horizontal portion of each bench shall be conpacted prior to receiving fill as specified herein for conpacted natural ground. Ground slopes flatter than 20% shall be benched v^en considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sevrer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special reconrtiendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. (R-9/89) SCS&T 9021054 J!ay 4, 1990 Anpendix, Page 4 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granuleu: soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approvf^d by the Geotechnical Engineer before being brought to the site. PLflCING AND CEMPACTICN OF FILL improved fill material shall be placed in areas prepeired to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the conpaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil conpaction or of proven reliability. The minimum degree of conpaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction reconunended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-stiructural fills is discussed in the geotechnical report, when applicable. (R-9/89) SCS&T 9021054 May 4, 1990 Appendix, Page 5 Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests .shall be at the Geotechnical Engineer's discretion. When the conpaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be revrorked to the satisfaction of the Geotechnical Engineer and until the desixed relative conpaction has been obtained. Fill slopes shall be conpacted by neans of sheepsfoot rollers or other suitable equipment. Conpaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of tvo horizontal to one vertical or flatter, should be trackroUed. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative conpaction of at least 90% of maximum dry density or the degree of conpaction specified in the Special Provisions section of this specification. The conpaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be stable surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope conpaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. (R-9/89) SCS&T 9021054 :iay 4, 1990 ,-ppenaix, Page 6 cur SLOPES The Engineering Geologist shall inspect cut slopes '^xcavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall he excavated higher or steeper than that allovved by the 'ordinances of the controlling governmental agency. ENGHIEERINS OESERVKTEON Field observation by the Geotechnical Engineer or his representative shall be made during the filling and conpacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standeirds of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of conpaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When vrork is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Dainaged site conditions resulting from weather or acts of God shall be repaired before acceptance of vrork. [R-9/89) SCS&T 9021054 :toy 4, 1990 /\ppendix, Page 7 RBCEMMENDED GRADING SPECIFICATIONS - SPBCI2VL PROVISIONS REUtnVE CQMPACnCN: The minimum degree of conpaction to be obtained in conpacted natural ground, conpacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be conpacted to at least 95% relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lunps of soil over 6 inches in diameter. Oversize materials should not be placed in fill unless reconnendations of placenent of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSmCW LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that wuld be addressed in the geoteciinicai report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. (R-9/89)