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Home My WebLink About3190; Rancho Santa Fe Rd Alignment; Rancho Santa Fe Rd Alignment - Earthwork; 1990-06-01EARTHWORK QUANTITY ANALYSIS FOR RANCHO SANTA FE ROAD REALIGNMENT CARLSBAD, CALIFORNIA PREPARED FOR THE FIELDSTONE COMPANY SAN DIEGO, CALIFORNIA PREPARED BY GEOCON INCORPORATED SAN DIEGO, CALIFORNIA JUNE 1990 NCORPORATED ^ Geotechnical Engineers and Engineering Geologists FUe No. 04367-04-02 June 14, 1990 The Fieldstone Company 5465 Morehouse Drive, Suite 250 San Diego, California 92121 Attention: Mr. John Barone Subject: RANCHO SANTA FE ROAD REALIGNMENT CARLSBAD, CALIFORNIA EARTHWORK QUANTITY ANALYSIS Gentlemen: In accordance with your request, we have performed an earthwork quantity analysis of the proposed Rancho Santa Fe Road reahgnment. Preliminary quantities were calculated for the site surficial soils requiring remedial grading and marginally to non-rippable rock within the cut areas. The quantities developed within this report are based on our supplemental soU and geologic investigation dated January 8, 1990. The contents of this report should only be used in conjunction with our January 8, 1990 report. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours. _ Monte L. Murbach RCE 22527 Project Geologist MLM:DFL:dmc (2) addressee (2) Project Design Consultants Attention: Mr. Brad Smith (2) City of Carlsbad Attention: Mr. Phil Hinshaw (1) Cotton Beland Associates Attention: Mr. Chris Webb (1) Fieldstone/La Costa Associates ^ Attention: Mr. Doug Avis 6960 Flanders Drive San Diego, CA 92121-2974 619 558-6900 FAX 619 558-6159 TABLE OF CONTENTS PURPOSE AND SCOPE 1 SITE AND PROJECT DESCRIPTION 2 SOIL AND GEOLOGIC CONDITIONS 3 Stratigraphy 3 Santiago Peak Volcanics (Jsp) 4 Bonsall TonaHte (Kgr) 6 Delmar Formation (Td) 7 Terrace Deposits (Qt) 7 Alluvium (Qal) 8 Landslide Debris and Surficial Landslide Debris (Qls and Qlsf) . .• 8 Slopewash (Qsw) 9 Topsoil (Unmapped) 10 Fill Material (Qaf) 10 CONCLUSIONS AND RECOMMENDATIONS 12 General 12 Unsuitable Surficial Soil Removal and Recompaction 12 Marginally- to Non-Rippable Rock 12 Rock Durability 13 Bulking and Shrinkage 13 LIMITATIONS AND UNIFORMITY OF CONDITIONS LIST OF TABLES AND FIGURES Table 1, Summary of Surficial Soil Depth Removal Table 2, Summary of Quantity Estimates for Unsuitable Soil Removal and Non-Rippable Cut Material Table 3, Air-Track Rippability Interpretation Table 4, Seismic Traverses Table 5, Summary of L. A. Abrasion Test Results Figures 1 - 13, Cross-Sections A-A' through CC-CC Figure 14, Revised Grading Plan with Cross-Sections Figure 15, Geologic Map (Map Pocket) File No. 04367-04-02 June 14, 1990 EARTHWORK QUANTITY ANALYSIS PURPOSE AND SCOPE The purpose of this study was to provide a preliminary earthwork quantity analysis of surficial unsuitable soils requiring remedial grading and marginally- to non-rippable rock anticipated to be encountered within the cut areas for the proposed Rancho Santa Fe Road realignment in the City of Carlsbad, California. In addition to our supplemental Soil and Geologic Investigation dated January 8, 1990, the Revised Grading Plan for Rancho Santa Fe Road Realignment, prepared by Project Design Consultants, Scale: 1 inch equals 200 feet, undated, was also utilized for this analysis. The scope of this study included review of the Revised Grading Plan and interpolation of the previously performed borings, trenches, seismic refraction traverses and air-track borings for preliminary earthwork quantity evaluation. Cross-sections were developed within the proposed cut areas and are indicated on Figures 1 through 13. The Revised Grading Plan was utilized as a base map for the analysis and includes the locations of the cross-sections and is included as Figure 14. For referencing purposes, the Geologic Map previously presented in our January 8, 1990 report is attached as Figure 15. File No. 04367-04-02 June 14, 1990 SITE AND PROJECT DESCRIPTION The irregular, north-south elongate site comprises approximately 684 acres of essentially undeveloped land roughly centered on Rancho Santa Fe Road in Carlsbad, California. A short section of Questhaven Road and its intersection with Rancho Santa Fe Road lie within the extreme northeast corner of the site. Other than Rancho Santa Fe Road, with the associated truck bypass, and Questhaven Road, existing site improvements include the Stanley Mahr Reservoir (La Costa Dam), the Denk Reservoir (steel water tank), a 100-foot wide San Diego Gas and Electric easement with wood pole and lattice tower supported electric lines, a 200-foot wide San Diego Gas and Electric easement (empty), a 150-foot wide San Diego Gas and Electric easement with steel tower supported electric lines, and two buried water pipes associated with the reservoirs (Geologic Map, Figure 15). Topographically, the site is characterized by irregular steep to moderate ridge-and-canyon terrain, with trellis drainage along northward, westward and southward trending canyons. Drainage is ultimately accomplished by tributaries into San Marcos Creek along the northwestern site boundary, and by Encinitas Creek along the southern site boundary. Elevations range from a high approximately 990 feet Mean Sea Level (MSL) along the east- central property boundary to a low of approximately 235 feet MSL along San Marcos Creek along the northwest boundary of the site. Vegetation typically consists of thick chaparral 2- File No. 04367-04-02 June 14, 1990 and grasses through a majority of the site. The lower drainages feeding San Marcos Creek and Encinitas Creek, however, have mature to old-age native stands of Valley Oak and Sycamore. Running water was observed in San Marcos Creek as well as from springs in the major drainage along the extreme southwest boundary of the site. We understand that development as currently proposed will consist of the realignment of Rancho Santa Fe Road generally between the intersections with Mekose Avenue and La Costa Avenue. Grading of the road will produce large sheet graded areas with cut slopes approximately 60 feet high and fill slopes approximately 50 feet high at inclinations of approximately 2:1 (horizontal to vertical). A new water crossing structure is planned at San Marcos Creek. The bridge is anticipated to have a length of approximately 300 lineal feet. No structural design details or concepts were present at this time. SOIL AND GEOLOGIC CONDITIONS Stratigraphy Six surficial soil types and three geologic formations were encountered during our January 1990 investigation. The surficial deposits included undocumented fills, landslide debris, topsoils, slopewash, alluvium and terrace deposits. Geologic formations included the Jurassic-aged Santiago Peak Volcanics, the Cretaceous-aged BonsaU TonaHte and the Eocene-aged Debnar Formation. Each of the soil types and geologic units encountered are -3 - File No. 04367-04-02 June 14, 1990 described below, and their approximate mapped extent is depicted on Figure 15, Geologic Map (Pocket). Santiago Peak Volcanics (Jsp) The Jurassic-aged Santiago Peak Volcanics, with the exception of the extreme northern approximately one-fourth of the site, comprise the majority of the underlying bedrock. These rocks were deposited as an alternating secession of volcanic flows, tuffs and breccias and typically have an andesite or dacite composition. Subsequently this sequence of rocks was folded, faulted and weakly metamorphosed. Where observed in test excavations, especially in the central portions of the site, this unit is highly fractured and faulted along northwest-to-southeast zones. Closely spaced parallel fractures and joints form "sheeted" zones containing colorful alteration and/or oxidation minerals such as limonite and hematite. The presence of cubic-shaped crystal-voids (pseudomorphs) and in some areas, cubic-shaped pyrite (iron sulfide) crystals, as well as other exotic minerals such as epidote, chlorite, and possible traces of copper minerals, suggests hydrothermal alteration (or, ancient hot spring activity). This feature is consistent with the historic copper mining operations in similar rock along northwest-southeast zones east of the site. Even though the majority of the Santiago Peak Volcanics appears to be highly fractured and altered, the zones typically have steeply dipping, tight clay-filled fractures. -4 - File No. 04367-04-02 June 14, 1990 During the January 8,1990 investigation, 37 "air-track" pneumatic driU holes and 34 seismic lines were placed in proposed major cut areas within the Santiago Peak Volcanics generated data to aid in estimating the depth and general extent of hard rock materials requiring blasting. Drilling rates and depths were monitored and logged in graphical form as illustrated in Appendix A of the original investigation report. Interpretations of rock rippability are presented in Table 3 of this report. Our past observations of excavations and typical industry practice in the San Diego County area indicate that the results of pneumatic percussion-type drilling equipment can generally be correlated with rippability as follows: Drilling rates, using the pneumatic percussion or air-track equipment of less than approximately 60 seconds for 3 feet of driU penetration have generally been found to correlate to materials that are rippable. Drilling rates between 60 and 90 seconds for 3 feet of penetration are considered to be marginal in rippability. A drilling rate in excess of 90 seconds for 3 feet of penetration is usually an indication that blasting will probably be required to excavate the materials encountered efficiently. The seismic lines were previously performed along 100 foot traverses utilizing a 2-geophone Geometries Nimbus shallow refraction seismograph. Results for the seismic lines are also included in Table 4. In general, the results of the air-track borings indicated the potential for non-rippable "floater boulders," "ribs" and "knobs" below 20 feet throughout the major cuts. Some localized areas in the southeast portions and central portions are underlain by non-rippable materials at less than 10 feet in-depth. Rippable to marginally rippable material generally -5 File No. 04367-04-02 June 14, 1990 occurs throughout cut areas, allowing moderately difficult rippability with a D9 Caterpillar tractor equipped with a single shank hydraulic ripper. Bonsall Tonalite (Kgr) Cretaceous-aged granitic rock correlated to the Bonsall Tonalite was encountered in the approximately northern one-quarter of the site. Test trenches and air-track borings also encountered a moderate to highly fractured and faulted structure similar to that described within the Santiago Peak Volcanics in the foregoing sections, as indicated in the January 8, 1990 report. Unlike the volcanic rocks, the granitic units exhibited a more random, rectilinear, fracture pattern, with a typically weathered, coarse granular texture at shallow to moderate depths. Observation and monitoring of 7 "air-track" pneumatic drill holes and 2 seismic lines in the proposed major cut areas within the Bonsall Tonalite generated data to aid in estimating the depth and general extent of hard rock materials requiring blasting. As was described in foregoing sections on volcanic rocks, interpretation on rock rippability are based on graphic and tabulated air-track results. In general, the results of the air-track borings indicated the potential for non-rippable "floater boulders," "ribs" and "knobs" below 15 feet throughout the major cuts. Some File No. 04367-04-02 June 14, 1990 localized areas may be underlain by marginal to non-rippable materials at less than 5 foot depths. Delmar Formation fTd) The Eocene-aged Dehnar Formation, consisting of stiff to very hard, light brown to olive silty to sandy claystones and sandstones was found to occur only in the lower drainage tributary to Encinitas Creek along the extreme southwestern edge of the site. As indicated on Figure 15, this unit crops out only along the base of a westward facing slope of the drainage between approximate elevations 250 and 270 MSL. Subsurface observation of test trenches along this slope indicated the presence of hard or dense, horizontally bedded claystones and sandstones. These beds, however, were overlain further northward by surficial terrace deposits and landslide debris. Local variations of bedding inclination within the Dehnar Formation is a characteristic which could affect stability in natural or excavated slopes. Slope stabilization measures may be necessary if any cut slopes or fill keyways expose this unit as discussed in the January 8, 1990 investigation report. Terrace Deposits (Ot) Stream-deposited dense, dark reddish-brown sands and cobble-to-boulder conglomerates were previously observed to overhe Santiago Peak Volcanics and Dehnar Formation in trenches and borings at elevations between approximately 360 and 420 feet MSL within the major south drainage along the extreme southwestern boundary of the site. In general. 7- File No. 04367-04-02 June 14, 1990 these sediments exhibit good to excellent bearing characteristics, however, where they rest upon highly weathered and/or altered Santiago Peak Volcanics, or Dehnar Formation claystones, they have been found to comprise ancient landslide debris, or may become unstable if undercut in excavations as discussed in the January 8, 1990 investigation. Alluvium (Qal) The alluvial deposits, as previously encountered, are typically composed of loose, porous, clay-sand-gradual mixtures with boulders that have accumulated along canyon bottoms. The maximum observed thickness was approximately 13 feet in the extreme southwest drainages, but up to 10 feet of alluvial soils were observed along San Marcos Creek at the extreme northern portion of the site. These sediments are generally poorly consolidated and susceptible to settlement when subjected to an increase in vertical loads as might results form the placement of fill or structures. Hence, development within areas containing alluvial deposits will require remedial grading. Landslide Debris and Surficial Landslide Debris TOls and Olsfi Two deep-seated landslides and two areas of surficial landslides were previously mapped withm the site. The relatively thin, or surficial, landsUdes were encountered in shallow exploration trenches and were interpreted from stereoscopic aerial photographs and ground reconnaissance. - 8 File No. 04367-04-02 June 14, 1990 Both the deep and shallow landsHdes have generally occurred near, or along, the bottom of a southwest-draining tributary of Encinitas Creek in the southwestern portion of the site. The landslides have occurred within the weathered depositional contact-zone between thm remnants of the Eocene Dehnar Formation claystones, hydrothermally altered Jurassic Santiago Peak Volcanics and overlying Terrace Deposits. Surficial landshde materials, averaging approxunately 10 feet thick typically consisted of very clayey gravel to boulder gravels, or gravelly clays that have failed along the Delmar Formation remnant claystones, or withm very weathered, altered, Santiago Peak Volcanics. Portions of both the surficial and deeper landslide debris are relatively loose and possess the potential for future movement. Withm the relatively thin surficial debris, complete removal and recompaction will be required where settlement-sensitive structures and/or fills are planned. The deeper landslides will also necessitate remedial gradmg in the form of removal and recompaction. Slopewash (Osw) Slopewash and colluvial soils, as previously encountered, occur along the canyon side-slopes, at the base of natural slopes and along the head scarps of landshdes. These deposits are often indistinguishable from alluvium and thick topsoil deposits, therefore, only the thicker, or potentially thicker areas have been mapped separately. The maximum observed thickness -9- File No. 04367-04-02 June 14, 1990 of these materials is on the order of 6 feet. In general, these deposits consist of poorly consolidated sandy clays to clayey sands and are potentially compressible. Development within areas underlain by slopewash will require remedial gradmg. Topsoil (Unmapped) Topsoils of irregular thicknesses ranging from 1 to 2 feet blanket the majority of the site. The topsoils are characterized by dark brown to reddish-brown gravelly silty sands to sandy clays. These soils are both moderately to highly expansive, as well as potentially compressible. Recommendations with respect to the treatment of topsoils have been included under the Conclusions and Recommendations section of the January 8,1990 report. Fill Material fOafi As indicated in our investigation report, several generations of engineered and undocumented fill materials are present on the site. The largest-volume of documented fill includes the materials constituting the La Costa Dam. The La Costa Dam was designed with an imperious clay core and a granular shell. The spillway and some section of the access roads were constructed from fill materials that were generated on-site. We anticipate that clay rich fill materials with oversize rock and deleterious debris are present to maximum depth on the order of from 20 to 30 feet in the canyons immediately downstream from the La Costa Dam and extending westward beneath the existing Rancho - 10 - File No. 04367-04-02 June 14, 1990 Santa Fe Road. The old highway alignment, includmg the existmg truck by-pass, and other old fill debris also constitute undocumented fills which will requke remedial gradmg where roads, fills and settlement sensitive structures are planned. 11 - FHe No. 04367-04-02 June 14, 1990 CONCLUSIONS AND RECOMMENDATIONS General 1. The findings and conclusions presented herein are based on our previous subsurface investigation report of January 8, 1990. This preliminary earthwork analysis is predicated on mterpretation of previously generated field data and comparisons with the revised Grading Plan. For presentation purposes, the earthwork quantities have been presented as seven separate areas, Areas A through F (Figure 14). Unsuitable Surficial Soil Removal and Recompaction 2. The approximate depths of recommended removal of unsuitable surficial soils including slopewash, alluvium and landshde debris are presented in Table 1. Interpolation of removal depths was made between excavations and the areal extent of removals was "planunetered." Details of the estimated quantities of removals are presented on Table 2. A total quantity of 998,000 cubic yards is estunated. Marginally- to Non-Rippable Rock 3. The approximate depths of rock rippabihty are presented on Table 3 Air-Track Rippability Interpretation and Table 4 Seismic Traverses. Cross-Sections A-A through CC-CC (Figures 1 "through 13) were developed to interpolate the depths of marginally- to non-rippable rock between the seismic traverses and "air-track" borings. The rock surface depth presented on the cross-sections indicates an average depth - 12 File No. 04367-04-02 June 14, 1990 at which rock will likely requiring blastmg. Details of the quantity estimates of non- rippable rock are presented on Table 2. A total of 1,821,000 cubic yards is estimated. Rock Durability 4. As an adjunct to the earthwork quantity study, representative samples of metavolcanic rock (principal bedrock) were obtained and subjected to rock durability testing. The samples were collected from surface outcrops and exposed cuts. The approximate sample locations are indicated on the Grading Plan, Figure 14. The results of these tests are presented in Table 5. In general, the test results provide a prelimmary indication that the on-site rock is suitable for manufacturing Class II aggregate base material in regard to durabihty. Additional testing wiU be required during grading and rock crushing operations. Bulking and Shrinkage 5. The following shrinkage and bulking factors are recommended for evaluating preliminary earthwork quantities. The factors presented were developed as indicated in our previous investigation report. Soil Unit Shrmk/Bulk Factor Alluvium and topsoils 10 to 15 percent shrink Weathered rippable bedrock 10 to 15 percent bulk Non-rippable bedrock 20 to 25 percent bulk - 13 File No. 04367-04-02 June 14, 1990 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed m the investigation. If any variations or undesu-able conditions are encountered during construction, or if the proposed construction will differ from that anticipated herem, Geocon Incorporated should be notified so that supplemental rec- ommendations can be given. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engmeer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The fmdings of this report are vaUd as of the present date. However, changes m the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in apphcable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invahdated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. RANCHO SANTA FE ROAD REALIGNMENT 400— 350-» 1-500 -450 -400 L-350 I LEGEND 550-1 500- 450- 400- •450 1-400 B B' SCALE : l": 50' ( VERT.) l"= t00'( HORIZ.) .PROPOSED GRADE .APPROX. SURFACE OF NON-RIPPABLE ROCK .EXISTING GROUND SURFACE CROSS-SECTIONS GEOCON INCORPORATED GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE — SAN DIEGO. CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-8159 FILENO. 04367-04-02 FIG. I DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT 550-t 500- 450-1 -500 LEGEND .PROPOSED GRADE .APPROX. SURFACE OF NON-RIPPABLE ROCK .EXISTING GROUND SURFACE •-450 ,1 400- 500-" -450 -400 •-350' D D' GEOCON INCORPORATED SCALE • l|' = 50' ( VERT.) l" = I00'(H0RIZ.) CROSS-SECTIONS GEOTECHNICAL ENGINEERS ANO ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE — SAN DIEGO. CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO. 04367-04-02 FIG. 2 DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT LU Z 550-1 500 — 450- 400- 1—500 -450 1—400 MATCH LINE 500'^ 450- 400—1 LEGEND PROPOSED GRADE APPROX- SURFACE OF NON-RIPPABLE ROCK EXISTING GROUND SURFACE 450 1—400 GEOCON INCORPORATED OD SCALE ; l" = 50' ( VERT.) l": 100' ( HORIZ. ) CROSS-SECTION GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO- 04367-04-02 FIG. 3 DATE 6-14- 1990 RANCHO SANTA FE ROAD REALIGNMENT 650- 600-J LEGEND _ _ PROPOSED GRADE APPROX- SURFACE OF NON-RIPPABLE ROCK EXISTING GROUND SURFACE 550- 500- 450—' — 500 '—450 G' SCALE : I 50' ( VERT. ) I " = lOO' ( HORIZ .) CROSS-SECTIONS GEOCON INCORPORATED ^1 GEOTECHNICAL ENGINEERS ANO ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE - SAN DIEGO. CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO. 0 4367-04-02 FIG. 4 DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT 350 • 300- 250-1 -300 LEGEND PROPOSED GRADE APPROX. SURFACE OF NON-RIPPABLE ROCK EXISTING GROUND SURFACE -250 H H' 500 1—600 500-1 — 550 450- '-SOO 400-1 I r 1-550" ^ SCALE: I = 50 (VERT.) ^ I "=100'(HORIZ) -500 -450 "—400' GEOCON INCORPORATED CROSS-SECTIONS GEOTECHNICAL ENGINEERS AND ENQINEERING GEOLOGISTS 6960 FLANDERS DRIVE - SAN DIEGO. CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO. 04367-04-02 FIG. 5 DATE 6-14 -1990 RANCHO SANTA FE ROAD REALIGNMENT 450- 400- 1-550 -500 —450 K K •-400 I 400- L 1-500 -450 U400 I LEGEND PROPOSED GRADE APPROX. SURFACE OF NON-RIPPABLE ROCK EXISTING GROUND SURFACE SCALE I "= 50'(VERT.) 1"= 100 (HORIZ.) CROSS-SECTIONS GEOCON INCORPORATED GEOTECHNICAL ENGINEERS ANO ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE -SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 - FAX 619 558-8159 FILENO, 0 4367-04-02 FIG. 6 DATE 6- 14-1990 400- 350-" RANCHO SANTA FE ROAD REALIGNMENT — 500 — 450 — 400 350 350- 300 — 450 •500' — 400 LEGEND .PROPOSED GRADE .APPROX. SURFACE OF NON-RIPPABLE ROCK .EXISTING GROUND SURFACE — 350 1—300 GEOCON INCORPORATED N N' SCALE : I " =^0' ( VERT. ) I " ^100' ( HORIZ.) CROSS-SECTIONS GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE -SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO. 04367-04-02 FIG- 7 DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT 600-1 550- 500 450- 400-" r-450 1-400 LEGEND .PROPOSED GRADE .APPROX SURFACE OF NON-RIPPABLE ROCK .EXISTING GROUND SURFACE SCALE : l" = 50 ( VERT ) l" = IOO' (HORIZ.) CROSS-SECTIONS GEOCON INCORPORATED GEOTECHNICAL ENGINEERS ANO ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE— SAN DIEGO. CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO. 04367-04-02 FIG- 8 DATE 6-r4-l990 RANCHO SANTA FE ROAD REALIGNMENT 500- 450- • MATCH LINE 1-500 400'• Q •450 -400 •MATCH LINE 500-1 450- I 4GO-1 L E G E N D .PROPOSED GRADE .APPROX. SURFACE OF NON-RIPPABLE ROCK .EXISTING GROUND SURFACE 1-450 GEOCON INCORPORATED to SCALE: l"= 50' ( VERT ) l"= I00'( HORIZ-) CROSS-SECTION GEOTECHNICAL ENGINEERS ANO ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE — SAN DIEGO. CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO. 04367-04-07 FIG. 9 DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT 530- 480- 430—" •530 — 480 LEGEND .-PROPOSED GRADE APPROX. SURFACE OF NON-RIPPABLE ROCK EXISTING GROUND SURFACE •430 R R' -510' 460- 410—' 460 — — 460 410 — 410 T -460 — 410 T' SCALE : l"= 50' (VERT. ) I "= 200' ( HORIZ. ) GEOCON INCORPORATED CROSS-SECTIONS GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6980 FLANDERS DRIVE -SAN DIEGO, CALIFORNIA 92121 -2974 PHONE 619 558-6900 — FAX 619 558-6159 FILE NO- 04367-04-02 FIG. 10 DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT 540 — 490- —540 —490 480—1 430- 550—1 — 430 500- f—600 500 LEGEND .PROPOSED GRADE .APPROX. SURFACE OF NON - RIPPABLE ROCK -EXISTING GROUND SURFACE SCALE- I" = 50' ( VERT. ) I " = 200' ( HORIZ.) GEOCON INCORPORATED CROSS-SECTIONS GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE -SAN OIEGO. CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO- 04367-04-02 FIG. I I DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT 470- 420- 370'- -420 •370 X' LEGEND ^ PROPOSED GRADE APPROX SURFACE OF NON-RIPPABLE ROCK EXISTING GROUND SURFACE 530'- 480-' 1—630 -580 -530 310'- 1—480 260'-L 1-360 -310 •-260 Y Y Z' GEOCON INCORPORATED iODi SCALE: I"= 50'(VERT) I": 200'(H0RIZ.) CROSS-SECTIONS GEOTECHNICAL ENGINEERS ANO ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE -SAN OIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 556-6159 FILENO. 04367-04 -02 FIG. 12 DATE 6-14-1990 RANCHO SANTA FE ROAD REALIGNMENT 450—1 400- 350-1 -400 LEGEND PROPOSED GRADE APPROX. SURFACE OF NON-RIPRABLE ROCK EXISTING GROUND SURFACE •-350 AA AA 500-, 450-" 1-550' -500 470-1 450 4 20 1-520' -470 420 BB BB' CC CC' SCALE: I "= 50'(VERT.) I"= 200'( HORIZ.) GEOCON INCORPORATED CROSS-SECTIONS GEOTECHNICAL ENGINEERS AND E N G I N E E RI NG ' G EO LOG ISTS 6960 FLANDERS DRIVE -SAN OIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 — FAX 619 558-6159 FILENO. 04367-04-02 FIG. 13 DATE 6-14-1990 File No. 04367-04-02 June 14, 1990 TABLE 1 Summary of Surficial Soil Depth Removal Estimated Removal Exploratory Excavation Depth of Unsu SoUs (fee SB-1 3.5 SB-2 10.0 SB-3 4.5 SB-4 10.0 SB-5 10.0 SB-6 10.0 LB-1 2.0 LB-2 25.0 LB-3 20.0 LB-4 18.5 LB-5 8.0 LB-6 35.5 LB-7 23.0 T-l 2.0 T-2 2.0 T-3 1.0 T-4 3.5 T-5 2.0 T-6 1.0 T-7 3.0 T-8 3.0 T-9 4.0 T-10 3.0 T-11 2.0 T-12 4.0 File No. 04367-04-02 June 14, 1990 TABLE 1 (continued) Summary of Surficial Soil Depth Removal Estimated Removal Exploratory Excavation Depth of Unsuit Soils (feet) T-13 8.0 T-14 5.0 T-15 13.0 T-16 5.0 T-17 8.5 T-18 5.0 T-19 >15.0 T-20 4.5 T-21 4.0 T-22 13.0 T-23 4.0 T-24 15.0 T-25 6.5 T-26 7.0 T-27 >7.0 T-28 4.0 T-29 4.5 T-30 5.5 T-31 6.0 T-32 4.0 T-33 >14.0 T-34 10.0 T-35 13.0 T-36 2.0 File No. 04367-04-02 June 14, 1990 TABLE 1 (continued) Summary of Surficial Soil Depth Removal Estimated Removal Exploratory Excavation Depth of Unsu Soils (fee T-37 10.0 T-38 3.0 T-39 6.0 T-40 4.0 T-41 >15.5 T-42 4.0 T-43 6.0 T-44 12.5 T-45 4.0 T-46 7.0 T-47 >10.0 T-48 >6.0 T-49 5.0 T-50 5.0 T-51 1.5 T-52 7.0 T-53 5.5 T-54 2.0 T-55 3.5 T-56 5.0 T-57 14.5 T-58 8.0 T-59 10.5 T-60 3.0 T-61 6.0 File No. 04367-04-02 June 14, 1990 TABLE 1 (continued) Summary of Surficial Soil Depth Removal Estimated Removal Exploratory Excavation Depth of Unsu Soils (fee T-62 9.5 T-63 2.0 T-64 3.0 T-65 1.0 T-66 >17.0 T-67 3.0 T-68 6.0 T-69 6.0 T-70 2.0 T-71 5.0 T-72 7.0 T-73 1.5 T-74 4.0 T-75 4.0 T-76 4.0 T-77 3.5 T-78 >20.0 T-79 >18.0 T-80 1.0 T-81 1.0 T-82 2.0 T-83 1.0 T-84 1.0 T-85 1.5 T-86 1.0 File No. 04367-04-02 June 14, 1990 TABLE 1 (continued) Summary of Surficial Soil Depth Removal Estimated Removal Exploratory Depth of Unsuitable Excavation Soils (feet) T-87 6.5 T-88 8.0 T-89 9.5 T-90 4.5 T-91 4.0 T-92 3.5 File No. 04367-04-02 June 14, 1990 TABLE 2 Summary of Quantity Estimates for Unsuitable Soil Removal and Non-Rippable Cut Material Area Designation Estimated Quantity of Unsuitable Soil Removal Tcubic yards) Estimate Quantity of Marginally to Non-Rippable Cut Materials (cubic yards) A 0 640,000 B 15,000 408,000 C 307,000 22,000 D 141,000 241,000 E 415,000 194,000 F 80,000 22,000 G 40.000 294.000 TOTAL 998,000 1,821,000 File No. 04367-04-02 June 14, 1990 TABLE 3 Air-Track Rippability Interpretation Air-Track Boring No. Deoth rfeet) Interpretation HT-1 0-30 Rippable 30-48 Non-rippable HT-2 0-8 Rippable 8-30 Marginal HT-3 0-15 Rippable 15-45 Marginal 45-60 Non-rippable HT-4 0-5 Rippable 5-36 Marginal HT-5 0-8 Rippable 8-20 Marginal 20-36 Non-rippable HT-6 0-30 Rippable 30-36 Marginal HT-7 0-11 Rippable 11-45 Non-rippable HT-8 0-15 Rippable 15-36 Marginal to Non-rippable HT-9 0-15 Rippable 15-36 Non-rippable HT-10 0-15 Rippable 15-36 Marginal to Non-rippable HT-11 0-45 Rippable HT-12 0-5 Rippable 5-36 Margmal File No. 04367-04-02 June 14, 1990 TABLE 3 (continued Air-Track Rippability Interpretation -Air-Track Boring No. Depth (feet) Interpretation HT-13 0-25 Rippable 25-36 Marginal to Non-rippable HT-14 0-45 Rippable 45-55 Marginal HT-15 0-5 Rippable 5-50 Non-rippable HT-16 0-15 Rippable to Marginal 15-80 Non-rippable HT-17 0-35 Rippable 35-40 Marginal HT-18 0-30 Rippable 30-45 Marginal HT-19 0-60 Rippable HT-20 0-50 Rippable HT-21 0-10 Non-rippable 10-60 Non-rippable HT-22 0-25 Rippable 25-35 Marginal HT-23 0-10 Rippable 10-50 Marginal to Non-rippable HT-24 0-10 Rippable 10-65 Marginal to Non-rippable HT-25 0-25 Rippable HT-26 0-10 Rippable 10-60 Non-rippable File No. 04367-04-02 June 14, 1990 TABLE 3 (continued Air-Track Rippability Interpretation Air-Track Boring No. Depth (feet) Interpretation HT-27 0-10 Rippable 10-70 Marginal to Non-rippable HT-28 0-20 Rippable 20-55 Marginal to Non-rippable HT-29 0-50 Rippable HT-30 0-50 Rippable HT-31 0-55 Rippable to Marginal HT-32 0-5 Rippable 5-40 Marginal to Non-rippable HT-33 0-3 Rippable 3-60 Marginal to Non-rippable 60-70 Non-rippable HT-34 0-15 Rippable 15-45 Marginal to Non-rippable HT-35 0-30 Rippable 30-36 Marginal HT-36 0-25 Rippable to Marginal 25-65 Marginal to Non-rippable HT-37 0-5 Rippable 5-10 Rippable to Marginal HT-38 0-10 Rippable 10-60 Rippable to Marginal HT-39 0-10 Rippable 10-20 Marginal HT-40 0-30 Rippable File No. 04367-04-02 June 14, 1990 TABLE 3 (continued Air-Track Rippabilitv Interpretation -Air-Track Boring No. Depth (feet) Interpretation HT-41 0-10 Rippable 10-25 Margmal to Non-rippable HT-42 0-30 Rippable HT-43 0-40 Rippable 40-50 Rippable to Marginal HT-44 0-15 Rippable 15-20 Marginal File No. 04367-04-02 June 14, 1990 TABLE 4 Seismic Traverses Seismic Traverse No. Velocity (ft/sec) V V V 1 2 3 Depth (ft) D D 1 2 Length of Traverse Cfeet) Approx Max. Depth Explored Cfeet -f /-) S-1 2790 8980 14 .... 100 30 S-2 1640 6720 6 — 100 30 S-3 1570 6810 9 — 100 30 S-4 2150 4740 4 — 100 30 S-5 2420 4760 4 — 100 30 S-6 1560 5390 — 8 100 30 S-7 1550 6120 4 — 100 30 S-8 1150 5250 5 — 100 30 S-9 1500 5820 8 — 100 30 S-10 1990 8560 4 — 100 30 S-11 1640 6920 — 5 — 100 30 S-12 2240 8270 4 — 100 30 S-13 1230 5240 — 3 — 100 30 S-14 1570 5470 5 — 100 30 S-15 1770 7330 — 3 — 100 30 S-16 1640 7090 — 4 — 100 30 S-17 1102 5330 — 4 — 100 30 S-18 1090 6650 4 — 100 30 S-19 1120 5850 — 5 — 100 30 S-20 1150 5830 5 — 100 30 S-21 1340 6280 — 5 — 100 30 S-22 2200 6160 2 — 100 30 S-23 1920 4570 — 4 — 100 30 S-24 1280 5840 5 — 100 30 S-25 2930 8170 — 7 — 100 30 S-26 1800 7620 — 3 — 100 30 S-27 2000 6380 5 100 30 S-28 1190 5140 12120 4 29 100 30 File No. 04367-04-02 June 14, 1990 TABLE 4 (continued) Seismic Traverses Velocity (ft/sec) Depth (ft) Approx Seismic Length of Max. Depth Traverse V V V D D Traverse Explored No. 1 2 3 1 2 rfeet) rfeet + /-) S-29 1360 8640 5 100 30 S-30 1150 9900 8 100 30 S-31 1240 10020 4 100 30 S-32 1230 4490 7 100 30 S-33 2400 4810 15 100 30 S-34 1720 6770 4 100 30 S-35 1340 6160 4 100 30 S-36 1620 6640 6 100 30 NOTE: V2 = V3 = D,= Velocity in feet per second of fu-st layer of materials Second layer velocities Third layer velocities Depth in feet to base of first layer Depth to base of second layer For mass grading, materials with velocities of less than 4500 fps are generally rippable with a D9 Caterpillar Tractor equipped with a single shank hydraulic ripper. Velocities of 4500 to 5500 fps mdicate marginal ripping and blasting. Velocities greater than 5500 fps generally require pre-blasting. For trenching, materials with velocities less than 3800 fps are generally rippable depending upon the degree of fracturing and the presence or absence of boulders. Velocities between 3800 and 4300 fps generally mdicate margmal rippmg, and velocities greater than 4300 fps generally mdicate non-rippable conditions. The above velocities are based on a Kohrmg 505. File No. 04367-04-02 June 14, 1990 TABLES Summary of L. A. Abrasion Test Results Sample No. Percent Wear after 200 Revolutions Percent Wear after 1,000 Revolutions LAR-3 5.1 16.4 LAR-4 5.1 18.6 LAR-5 4.2 16.0 LAR-6 4.8 16.8 LAR-7 2.6 9.9