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SDP 98-15; KELLY RANCH VILLAGE F; SUPPLEMENTAL GEOTECHNICAL EVALUATION; 1997-10-17
• • • • • • • • • • • SUPPLEMENT AL GEOTECHNXCAL EVAUATXON AND GRADING PLAN REVXEW KELLY RANCH AREA§ D, JF, G, H, I AND J CXTY OJF CARLSBAD, CA. VOLUME I For: KELLY LAND COMPANY OCTOBl:R 17, 1997 By: PACIFIC ~OILS ENGINEERING, INC. San Diego, CA. (Work Order 400607) • • • • • • • • • • • Work Order 400607- October 17, 1997 VOLUMES I AND II TAHLJE OJF CONTENT§ 1:0 SCOPE OF WORK 2.0 SITE LOCATION AND DESCRIPTION Figure 1 -Site Location Map Figure 2 -Planning Area Letter D~signation Map 3.0 PROPOSED DEVELOPMENT 4.0 SITE RESUME 5.0 ENGINEERING GEOLOGY 6.0 LIMITED SEISMICITY Table A-Seismic Parameters 7.0 LIQUEFACTION ANALYSES Table B -Summary of Potential Liquefiable Alluvium vs. Depth Figure A -CPT Soil Classification Chart with Liquefaction Potential Figure B -Boundary Curves Figure C -Volumetric Strain with Field Performance of Saturated Sands Table C -Liquefaction Induced Dynamic Settlement 8.0 GRADING R~COMMENDATIONS AND SPECIFICATIONS Table D -Summary of Settlement Data Table E -Anticipated Settlement PACIFIC SOILS ENGINEERING, INC, Page 2 3 4 5 6 13 15 16 17 20 22 31 32 • • • • • • • • • • • Work Order 400607 October 17, 1997 VOLUMES I AND II T A JB JL E O JF C O N T E N T § cont. APPENDIX: continued TABLE Ill -FIELD DENSITY TESTING IN afc PLATES B-1 THRU B-9 -SLOPE STABILITY CALCULATIONS PLATES C-1 THRU C-13 -DIRECT SHEAR TEST DATA (PSE, this report) PLATE C-14 -DIRECT SHEAR TEST DATA (PSE, 1990a) PLATES D-1 THRU D-9 -CONSOLIDATION CURVES (PSE, this report) PLATES D-10 THRU D-18 -CONSOLIDATION CURVES (PSE, 1990a) PLATE E-1 -SETTLEMENT MONUMENT DATA (Owen Geotechnical, 1987b) PLATE E-2 -SETTLEMENT MONUMENT NO. 3 DATA (Geopacifica, 1990) EARTHWORK SPECIFICATIONS PLATES G-1 THRU G-12 -GRADING DEr AILS POCKET ENCLOSURES: PLATES 1 AND 6-GRADING PLANS PLATES 7 THRU 9 -CROSS-SECTIONS PACIFIC SOILS ENGINEERING, INC. • • • • • - . . PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (619) 560-1713, FAX: (619) 560-0380 KELLY LAND COMPANY 2011 Palomar Airport Road -Suite 206 Carlsbad, CA. 92009 Attention: Mr. Curt R. Noland, Director of Operations October 17, 1997 Work Order 400607 Subject: Supplemental Geotechnical Evaluation ahd Grading Plan Review for Kelly Ranch, Areas D, F, G, H, I and J, in the City of Carlsbad, CA. References: See Appendix . • Gentlemen: • • Presented herein are the results of Pacific Soils Engineering, lnc.'s (PSE's) supplemen- tal geotechnical evaluation and grading plan review for Kelly Ranch, Areas D, F, G, H, I and J, located in the City of Carlsbad, California. The purpose of this report is to pro- vide: 1) slope stability analyses for cut slopes utilizing geotechnical information re- cently obtained by PSE and previously existing information; 2) specific grading recommendations with respect to the latest 40-scale grading design as prepared by Project Design Consultants (Plates 1 through 6); 3) remedial grading and removal rec- ommendations; 4) a liquefaction analysis; and 5) preliminary foundation design i e. parameters. • • PSE has performed this 40-scale study as per our proposal dated July 21, 1997 . CORPORATE HEADQUARTERS TEL: (714) 220-0770 t=AX: (714) 220-9589 LOS ANGELES COUNTY TEL: (213) 325-7272 or 775'6771 FAX: (714) 220-9589 RIYERSIDE COUNTY TEL: (909) 676-8195 FAX: (909) 676-1879 SOUTH ORANGE COUNTY TEL: (714) 730-2122 FAX: (714) 730-5191 • • • • • • • • • • • Work Order 400607 October 17, 1997 . Page 2 To accomplish our 40-scale study, PSE has undertaken the following scope of work: 1.0 · SCOPE OF WORK • Site geologic mapping . • Review of geologic literature and pertinent geotechnical reports (references) . • Aerial photographic interpretation utilizing a 1953 U.S.D.A. 'flight (references) . • Limited seismic hazard evaluation. • Subsurface exploration consisting of excavation, logging and sampling of four.(4) hollow stem auger borings (Plates A-1 through A-4), fourteen (14) bucket auger borings (Plates A-5 through A-18) and thirty-four (34) back- hoe test pit excavations (Table I) . • In-situ density testing (Table Ill) of previously placed fills . • • Liquefaction analysis utilizing previous CPT data (Owen Geotechnical, 1985, appendix Plates A-82 and A-83). Geologic analyses with respect to cut slopes with unfavorable geology . PACIFIC SOILS ENGINEERING, INC. • • • • • • Work Order 400607 October 17, 1997 Page 3 • • • Laboratory testing that included: 1) both low strain cyclic shear testing and conventional direct shear testing (Plates C-1 through C-13 and Table II); 2) moisture/density; 3) laboratory maximum density (ASTM: D1557-91 ); 4) hydrometer analysis; and 5) consolidation testing (Plates D-1 through D-9). Results of this testing are summarized in Table II. Slope stability analyses utilizing site specific geometries and shear strengths . Preparation of this report and accompanying exhibits summarizing our findings . 2.0 SITE LOCATION AND DESCRIPTION • Kelly Ranch, Areas D, F, G, H, I and J generally occur southwest of the intersec- tion of El Camino Real and proposed Cannon Road and east of Agua Hedionda lagoon in an area of Carlsbad called Evans Point (Figure 1 ). Planning area let- • • • • ter designations are shown on Figure 2 . The easterly and northerly project boundaries are formed by relatively steep, east and north facing, natural bedrock slopes. The westerly boundary is unim- proved Cannon Road and the southerly boundary is formed by a dirt road and fence line. Area Flies west of Cannon Road . PACIFIC SOILS ENGINEERiNG, INC. • • • • • • • • • • • II I SCALE: 1=2000 SIT.E LOCATION MAP SOURCE: USGS San Luis Rey Quad FIGURE . 1 PACIFIC SOILS ENGINEERING, INC. nu CONVOY COURT SAN DIEGO, CA 92111 (619) 560-1713 W.O.: 4_().Q6()7 DATE: 10/17 /97 • • • • • • • • • • .. :. · · .. . :· - - .. . . ·. : .. i! : : : : : : : ! : : \ i :: I : : : : I i ~ : j / i : e i t ( : : } J · :. : .. . . . · ·· •. · .· . ·· · · ·· ·· .. . •• ·• ' . 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' ! ] ! 1 i : i i 1i! i !ii ' ! : 1:' 1:! ! ; : } ; ' . · 1:: ; r !! : i i i ; ; : : : i • l: : l '. : i i l l i: ii l !: : l l: l i: l l; ;i : l '. : l l. :,,: ' : : : _ : _ - - , , , ! = , · _ : : , : : : : : , , __ ::_ : : _ ! - , ' : _ ! _ , - _ : 'J __ : '\ l = : \ ' . \ l } / ; : : > i / / : i ' ; / \ i: - < ? : : : ' . ,, '- · ' -: -: {: , , < -· ' <. -- ,, -: < { -: ,, "' ' {' ·- , , , , '< <: <, , ' .- '< < :j l \ _ " i _ / _ } : : f :: 1 : 1 ; ! ' : _ : : : / ' ( i ! ! ' . ! / j i i < : ; : : t . : , ': , : ' , : , : ': ': , : ' ' , , ' , ,. '' : .. • • . • . . . . . . . . . . , '• '\ ; . ' ; ·,· ~ /, . ;; : : : : . j: : ; · : : : / : } J : : : i S : . . . . .. . . . . . . . · · · :: ;, : : .. _:_ : _ : H _ ~ · _ : · . _ : ( _ ; . _ ; : ; - : ; _ : _ · _ . ~ , f _ :· \! :: 1i( ! I i : i t / ' ) l : \ ! 1 i ' ' ' : , :: · :· : . ; _ : · :: ;. ·, . . .. ·- : . ' : _ : _ : _ - : · _ : · ' ___ ._ - _ ; i __ :,,:. , : . ' . _ · - , _ : _ : _ · _ ; : : · : : i , : _ : · , : : : , _ : _ : ~ : : : ' _ : i ' : : · : _ : _ : : _ , . : : ' : : : - · : _ : ... _:.:: __ ·:: : , _ , _ · . ' ' .. . . . . ·: . · -: - \ , " ' : : ' · , . \ , ' : , _ · : _ · : ( ' : . - . : .. , .· . :: · · .· . · ·. ; · : : , : "· · : - .. ··: · : : . : : - - . . ·. :· : ; .: ) : ., · : · - _ " . : .. · .. : .. . . . ·. : ;~ : . :. . :·· : .. : : .. . . .. :" : : .. ·. : . : .. :: .. . . . . . :. : .. . . .. e PA C I F I C SO I L S EN G I N E E R I N G , IN C . 77 1 S CO N V O Y CO U R T -S A N DI E , 0 0 , GA 92 l l l (6 1 9 ) S6 0 - 1 7 1 3 W. 0 . : 40 8 6 8 7 DA T E : 10 / 11 /· 9 · 7 . • • • • • • • • • • • Work Order 400607 October 17, 1997 Page4 Natural terrain ovet the site ranges from flat to nearly vertical. Much of Areas D, F, G, Hand I have been modified by previous grading operations. The site vegetation is quite variable, ranging from a very sparse growth of annuals to thick chaparral to areas of vegetable truck farming. A large southwest flowing drainage occurs in Areas Hand I. Drainage over the site is by sheet flow directed to the south and west. Access over the site can be gained off proposed Cannon Road southward on unim- proved dirt trails. An electric power easement occurs along the western project boundary . 3.0 PROPOSED DEVELOPMENT It is anticipated that cut/fill grading techniques will be utilized to develop Kelly Ranch, Areas D, F, G, H, I and J into 160 single family residential building pads, seven multi-family/commercial pads, interior streets ·and open space. As part of project development the grading for Cannon Road from Area E to the intersec- tion with Faraday Road at the southwestern boundary will be completed . Cut and fill slopes are proposed at ratios of 2 : 1 (horizontal : vertical) or flatter. PACIFIC SOILS ENGINEERiNG, JNC. • • • •• • • • • • • • Work Order 400607 October 17, 1997 4.0 SITE RESUME Page 5 Geotechnical studies on Kelly Ranch began with American Geotechnical (1983). Supplemental investigations were conducted by Owen Geotechnical (1985 and 1987a) and Geopacifica (1985). These reports were submitted to the City of Carlsbad and they dealt with typical hillside grading issues, and included: 1) laboratory data; 2) settlement analysis; and 3) slope stability _analyses. Their pertinent subsurface excavations are shown on Plates 1 through 6 and the logs are included in the Appendix of this report. Additional borings by Owen Geotechnical (B-13 through B-30) are included herein (Plates A-51 through A-68) but are not known to exist in a published report . Partial site grading occurred in August through November of 1985 under the test- ing and observation of Geopacifica (1990). This phase of grading involved the placement of embankment for Cannon Road and the area adjacent to and east of Cannon Road. Much of the embankment' for Cannon Road was borrowed from the central portions of the subject project. Both Geopacifica, Inc. (1990) and Owen Geotechnical, Inc. (1987b) have recorded settlement data for Cannon Road. Post-Cannon Road grading 100-scale geotechnical studies for Areas D, F, G, H, I and J were completed by PSE in March and September of 1990 (references). These studies compiled previous geotechnical work and performed additional limited subsurface investigations for the overall Kelly Ranch (aka Villages of Cote D'Azur) project. PACIFIC SOILS ENGINEERING, INC, • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 6 . The information presented herein (PSE, this report) represents a 40-scale grad- ing, plan study which incorporates all pertinent data from previous studies (see Appendix Plates A-19 through A-82, and Table I continued) and supplemental in- formation recently collected by PSE. 5.0 ENGINEERING GEOLOGY 5.1 GEOLOGIC UNITS The geologic units underlying Kelly Ranch, Areas D, F, G, H, I and J include the Eocene-age sedimentary bedrock Santiago Formation, late Pleistocene-age ter- race deposit, landslide deposits, colluvium, alluvium, compacted fill and uncom- pacted fill. The following is a brief description of these units. Their distribution is shown on the enclosed Plates 1 through 6. Cross-sectional geologic relation- ships are depicted on Plates 7 through 9. Stratigraphic nomenclature follows that of Tan and Kennedy (1996). 5.1.1 Santiago Formation (Map Symbol T~a) The lithologies of the Santiago Formation consist of interbedded, light gray to dark gray, silty san·dstone, light to medium gray brown siltstone and variable colored claystones. The Santiago Formation, where undisturbed, is typically hard to very hard. The unit is typi- cally moderately-to well-bedded . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 7 5.1 :2 Terrace Deposit (Map Symbol Qt) The late Pleistocene terrace consists of a reddish light tan to light gray, fine-to very-coarse-grained sandstone. The unit is moder- ately to well cemented. Pebbly subunits are somewhat rare . Previous geotechnical studies (references) have utilized the term Lindavista Formation following the nomenclature of Weber (1982) . 5.1.3 Landslide Deposit (Map Symbol Qls) Several known or suspected landslide deposits occur on the sub- ject project. These landslides generally appear on west-facing dip slopes. The youngest known landslide exists along the western edge of pad 172 (Plate 4 ). This slope failure occurred in Phase I grading of Kelly Ranch as described in Geopacifica, Inc. (1986b). The land- slide should be completely removed during the proposed grading prior to the placement of the buttress programmed for the adjacent cut slope. A suspected landslide occurs near the intersection of 'AA' and 'BB' streets (Plate 1 ). The subsurface investigations (see B-23 on Plate A-61 and T-35 in Table I continued) into this landslide are inclusive because features suggestive of landsliding are more likely explain- ed by primary depositional processes and tectonic tilting. The PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 ·Page 8 presence and mapped limits of this landslide are based on very weak geomorphic expression. During grading this area should be closely observed. Any landslide debris should be removed . Another suspected landslide deposit occurs in the northwestern- most portion of the project adjacent to the proposed desilting basin along the south side of Cannon Road (Plate 1 ). This landslide has been identified by American Geotechnical (1983) and Owen Geotechnical Consultants, Inc. (1985). Their subsurface excava- tions {TP-5 in Table I continued and 8-11 and 8-12 on Plates A-49 and A-50) do not appear to conclusively identify a landslide deposit or a basal rupture surface. Bucket auger boring PSE-12 recently excavated by PSE (this report, see Plate A-16) also proved to be inconclusive. The existence of this landslide is largely based on geomorphk: expression. Assuming the existence of this feature and the postulated landslide geometry (cross-section G-G' on Plate 8) a buttress or stabilization fill backcut behind the cut slope shown along Cannon Road will likely result in failure of the entire landslide area. The failure would extend well beyond the limits of a pro- posed backcut. This would result in disturbance and necessary grading in the open space above top of slope. Considering the above, it is recommended that the landslide area be removed and a stabilization fill be constructed whose width is one half the slope height. PACIFIC SOILS ENGINEERING, INC. • •• • • • • •• • •• • Work Order 400607 October 17, 1997 Page 9 A landslide complex, located in the area of lot 162 (Plate 1 ), has been mapped by American Geotechnical (1983), Geopacifica, Inc. (1985), and Pacific Soils Engineering, Inc. (1990a and b). The presence of these features are based on very weak topographic expression, and the presence of west-dipping, sheared claystones in hard bedrock observed in some boring logs (Plates A-42, -62, -64, and -68). Recent exploratory drilling (PSE-11 and PSE-14, Plates A-15 and A-18) was performed in this area by'PSE (this re- port). The logging of these borings indicates the presence of west- dipping, hard bedrock containing claystone interbeds~ some of which are sheared roughly parallel to bedding. Notably absent are down-dip striations or remolded clays; features which are more positively indicative of landsliding. Based on these downhole ob- servations and the very weak topographic expression, the sheared claystones are thought to have been caused not by landsliding but by flexural slip during the tectonic tilting of the Evans Point area. Accordingly, landslides are not mapped in this area of Plate 1. However, a stabilization fill has been designed to stabilize the out- of-slope bedding anticipated to daylight on the proposed cut slope. Keyway locations and dimensions are shown on Plate 1 . Several suspected landslides occur in natural slope areas which are outside of the proposed grading areas. Onsite, topographic ex- pressions suggest the area west of lot 39 (Plate 6) maybe under- lain by a landslide deposit. Subsurface excavations (8-14, Plate PACIFIC SOILS ENGINEERING, INC, • • • • • • • • • • • Work Order 400607 October 17, 1997 'Page 10 A-30) and slope stability calculations (Plate B-1) indicate this land- slide will not impact site development and, therefore, special reme- dial grading measures are not recommended. Offsite, several, small landslides have been postulated by Geocon, Inc. (1996) ·in an area adjacent to the Evans Point project and east of Kelly Ranch Area J (Plate 6). These features were observed in exposures created during alluvium removal operations for the Evans Point subdivision. The largest of these features located east of Kelly Ranch lots 20 through 23 (mapped Qt on Plate 6), was de- scribed as an unsheared, well-defined geologic contact where ma- terial resembling a dense terrace deposit overlies Eocene bedrock. Apparently, with the topographic anomaly, which would suggest a terrace or/and landslide; Geocon, Inc. (1996) conservatively mapped the feature as questionable landslide deposit. Southward, sheared contacts below topographic anomalies (mapped Qt?/ Qls? on Plate 6, east of Kelly Ranch lots 25 through 28) were also mapped as questionable landslide deposits by Geocon, Inc. (1996) . Due to the offsite nature of these features it was not feasible to di- rectly explore them. Recent excavation of PSE-4 (Plate A-8) was undertaken to directly explore onsite conditions. Slope stability cal- culations were performed (Plate B-2) to analyze the cross-section PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 11 through B-B' (Plate 7) as though it were a landslide, the worst case scenario. The results indicate that the proposed configuration is stable. Accordingly, special remedial grading measures are not recommended . 5.1.4 Colluvium (Map Symbol Qcol) Locally derived, light to dark brown silty sands with common peb- bles and cobbles form colluvium deposits in the very steep, minor, north-flowing. drainages along the northern project boundary. The material is typically slightly moist, and loose to moderately dense. Thickness probably exceeds twenty (20) feet. 5.1.5 Alluvium (Map Symbol Qal) Alluvium is associated with Agua Hedionda and tributary drainage over the site. It was observed to be light to medium brown and gray, and composed of silty sands, sandy to clayey silts and sandy to silty clays. These soils are typically damp to very moist, in a loose to medium dense, soft to firm state . Of particular significance is the relatively large, southwest-draining canyon in Areas Hand I (Plate 4 ). The maximum alluvium depth as indicated in boring 8-101 is 58 feet. It is possible that deeper thicknesses of alluvium may exist onsite. Cross-section D-D' (Plate 7) illustrates the alluvial thickness based on borehole data . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 12 5.1.6 Artificial Fill -Compacted (Map Symbol afc) Compacted artificial fill, placed during the grading of Cannon Road under the testing and observation of Geopacifica (1990) occurs along the western project boundary. It consists of a light gray or brown silty to clayey sand, sandy silts and sandy clays. These soils are typically moist, in a moderately dense to medium dense, firm to stiff state . Offsite compacted artificial fill, placed during the grading of the ad- jacent Evans Point project under the testing and observation of Geocon, Inc. (1996) occurs east of Area J (Plates 5 and 6) . 5.1.7 Artificial Fill (Map Symbol afu) Uncompacted artificial fill occurs in minor prisms throughout the site. Their limits are approximated on Plates 1 through 6. The un- compacted fill consisted of silty sand, and thicknesses probably range from three (3) to five (5) feet. 5.2 STRUCTURE Santiago Formation was observed to dip ten (10) to twenty (20) degrees northwest to southwest direction. Several near vertical shears were ob- served in the Santiago Formation and they are attributed to tectonic faulting . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 5.3. GROUNDWATER Page 13 Groundwater surface levels in the western margin of the project adjacent to Agua Hedionda, are relatively shallow. Recently, groundwater in the northwest corner of the project, immediately east of Cannon Road, (PSE-12, Plate A-16 ) was observed at elevation 23 and at elevation 7 (TPSE-14, Table I) on pad 162 (Plate 1 ) . In 1990 (PSE, 1990a) in the area of lot 165 (Plate 2) the groundwater sur- face was observed at elevation 14 in boring 8-9 (Plate A-27) and at eleva- tion 7.5 in test pit T-7 (Table I continued) . In 1985 (Owen Geotechnical, 1985) the groundwater surface was ob- served at an approximate elevation range of 7 to 14 feet (see 8-6, -9 through -11, -13 and -17 on Plates A-46 through A-50 and A-55) . In 1983 (American Geotechnical, 1983) the groundwater surface was ob- served at an approximate elevation range of 3 to approximately 1 O feet (see 8A-6, RW-2 and FA-3 on Plates A-72, A-80 and A-81) and {TP-3 and TP-29, Table I continued) . 6.0 LIMITED SEISMICITY The Kelly Ranch, Areas D, F, G, H, I an.d J project is located within the Peninsu- lar Ranges of southern California which is characterized by faults with a strong northwest orientation. These faults typically display right lateral slip . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 14 Areas D, F, G, H, I and J are located on the Santa Ana sub-block, a subdivision of the Peninsular Range block, which is bounded on the northeast by the Elsi- nore fault zone and on the southwest by the Rose Canyon/Newport-Inglewood fault system. The nearest strand ofthe Elsinore fault, the Julian and Temecula segments (Anderson and others, 1989) are approximately 37 kilometers from the subject project. The nearest strand of the Rose Canyon/Newpo~-lnglewood fault zone is the Del Mar segment, approximately 10 kilometers west of the subject project. Both the Elsinore and the Rose C~nyon/Newport-lnglewood fault systems are north and northwest striking, dominantly right lateral, strike-slip faults, showing Holocene activity. Literature review (references), aerial photographic study, and site reconnais- sance mapping indicate that active faults are not located within the project site . Ground accelerations for the nearby faults in southern California are summarized in Table A. The accelerations are derived from the published peak acceleration map by Mualchin and Jones (1992). It is likely that during the design life of the, project, the site will be subject to ground accelerations generated from earthquakes produced along offsite faults. Secondary ground displacements in response to a nearby or large regional earthquake are possible in the seismically active southern California region . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 TABLE A SEISMIC PARAMETERS Maximum Distance Credible (km) Earthquake Em!lt ill (2) (3) Rose Canyon fault zone Del Mar segment 10 6.6 Coronado Bank fault zone Multiple segments 35 7.1 Elsinore fault zone Temecula & Julian segments 37 7.4 San Diego Trough fault zone Multiple segments 51 7.7 San Jacinto fault zone Coyote Mountain segment 76 7.0 (1) Jennings, 1994 (2) Anderson and others, 1989 (3) Wesnousky, 1986 (4) Mualchin and Jones-, 1992 PACIFIC SOILS ENGINEERING, INC. Page 15 Peak Acceleration (4) 0.3g 0.13g 0.14g 0.11g 0.04g • • • • • • • • • • • Work Order 400607 October 17, 1997 7.0 LIQUEFACTIONANALYSES Page 16 As presented in previous geotechnical reports, American Geotechnical (1983), PSE (1990b), potentially liquefiable left-in-place alluvium is present on portions of Areas D and G. A detailed review of the previously conducted cone pene- trometer (CPT) soundings revealed similar results, in that portions of the alluvial soils may be susceptible to liquefaction. The CPT soundings indicate that the existing alluvium is generally comprised of irtterbedded silty sands, sandy to clayey silts, sandy to silty clays and clays. These soils exist in a saturated, loose to dense, soft to firm state . As discussed in the "seismicity" section-of this report, the site may experience peak site accelerations of 0.3g as a result of a 6.6 magnitude seismic event oc- curring along the Rose Canyon fault zone . It has been PSE's experience that a liquefaction evaluation based solely on stan- dard penetration test (SPT) data is a good initial method of site assessment. However, a more definitive and representative evaluation can be provided utiliz- ing CPT data, especially where the soil stratigraphy is quite variable and thinly bedded as is the case in Areas D and G . Based upon published data (Robertson and Campanella, 1986), it is possible to determine potential liquefaction susceptibility of a soil utilizing CPT data. Figure A shows liquefaction on a plot of soil behavior types and utilizes cone bearing versus friction ratio to determine a soils potential liquefaction susceptibility . PACIFIC SOILS ENGINEERING, INC .. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 17 In reviewing the previously conducted cone penetrometer soundings (Owen, 1985) performed by Fugro, there are 9iscontinuous zones of potentially lique- fiable alluvial soils onsite. Utilizing the methods of Robertson and Campanella (1-986) and Figure A, Table B presents zones of left-in-place potentially lique- fiable soil. TABLE B SUMMARY OF POTENTIALLY LIQUEFIABLE ALLUVIUM VS. DEPTH DEPTH APPROX. ELEVATION BELOW SOUNDING ORIGINAL GROUND (FT.) CPT-6 . 1.6 TO 4.9* 5.7 TO 6.6* 12.3 TO 13.1 13.8 TO 14.1 36.1 TO 36.7 38.4 TO 38.7 CPT-7 1.3 TO 2.0* 2.5 TO 3.3* 3.6 TO 6.9 7.2 TO 7.9 19 ·TO 19.4 28.2 TO 29.5 * Removed during original grading or will be removed during this phase of grading . PACIFIC SOILS ENGINEERING, INC. • • • •• • • • • • • • - CPT SOIL CLASSIFICATION CHART WITH LIQUEFACTION POTENTIAL Robertson and Campanella (1986) 11 ' 100 . ,A -.. rr 0 1 2 3 4 S 7 I FRICTION RATIO (%) SOIL CLASSIFICATION CHART FOR ELECTRONIC CONE SHOWING PROPOSED ZONE OF LIQUEFIABLE SOILS. ZONE SOIL BEHAVIOR TYPE l SENSITIVE FINE GRAINED 2 ORGANIC MATERIAL 3 CLAY 4 SILTY CLAY to CLAY 5 CLAYEY SILT to SILTY CLAY 6 SANDY SILT to CLAYEY SILT 7 SILTY SAND to SANDY SILT 8 SAND to SILTY SAND 9 SAND 10 GRAVELLY SAND to SAND 11 VERY STIFF FINE-GRAINED• 12 SAND to CLAYEY SAND• * OVERCONSOLIDATED OR CEMENTED FIGURE A PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT SAN DIEGO, CA 92111 (619) 560-1713 W.O.: 400607 DATE: 10/17 /97 • • • Work Order 400607 October 17, 1997 Page 18 The occurrence of liquefaction may be manifested i_n one or several ways . Youd (1980) suggests that the displacement accompanying ground failure must exceed 10cm for significant damage to affect most structures. From Tinsley and others (1985) the types of ground failure from liquefaction • include: • • • • • • • 7.1 LATERAL SPREAD The lateral displacement of surficial blocks of sediment as a result of liq- uefaction in a subsurface layer. This expressior:i of liquefaction most com- monly occurs on g~ntle slopes that range between 0.30 and 3.0 percent with an associated free face. The site is not susceptible to this mode of failure due to the distance from a free slope into which the blocks could move (west side of Cannon Road). 7 .2 GROUND OSCILLATIONS Ground oscillations take place if liquefaction occurs at depth and slopes are too gentle to permit lateral displacement. No·n-liquefied upper soil blocks oscillate on the liquefied substrata, resulting in a traveling ground wav~. Ground settlements, opening and closing of fissures and sand boils may accompany the oscillations . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Ord1;3r 400607 October 17, 1997 Page 19 Based on. previous work (Ishihara, 1985) a non-liquefiable soil above a liq- uefiable soil can minimize surface affects. The surface damage is de- pendent upon: 1) the thickness of the non-liquefiable surface layer; 2) the thickness of the liquefiable sand layer; and 3) anticipated site accel- erations. ·Figure B shows the proposed boundary curves for site identifi- cation of liquefaction induced damage as identified by Ishihara (1985). The subject site may be subjected to accelerations on the order of 0.3g (approximately 300 gal) . The thickness of potentially liquefiable soils in both CPT-6 and CPT-7 is on the order of seven (7) feet. The design thickness of non-liquefiable soils the vicinity of these CPTs is approximately fifteen (15) to twenty-five (25) feet. In comparing the s~ctions of potentially liquefiable to non- liquefiable soil$ with regard to Ishihara (1985), proposed boundary curves (Figure 8) liquefaction induced surface damages (fissuring, sandboils, etc.) are not anticipated. As determined by methods established by Tokimatsu and Seed (1987) the amount of volumetric strain in liquefiable sands for a given cyclic stress ratio are presented on Figure C. For large horizontally continuous zones of potentially liquefiable soils, the volumetric strain will approach the verti- cal strain of the liquefied zone. H is estimated that the maximum volumet- ric strain for continuous zones of liquefiable soil could be as high as three percent. It has been postulated that for discontinuous localized zones of liquefaction, such as exist onsite, the vertical strain may be as low as 33 PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • Work Order 400607 October 17, 1997 Page 20 percent of the volumetric strain. Table C summarizes the total volumetric strain (maximum and localized liquefaction induced dynamic settlement) for each CPT sounding. TABLE C LIQUEFACTION INDUCED DYNAMIC SETTLEMENT LIQUEFACTION INDUCED DYNAMIC SETTLEMENT (FT.) SOUNDING MAXIMUM LOCALIZED CPT-6 CPT-7 0.12 0.12 0.04 0.04 In comparing CPT-6 and CPT-7, it is likely that the potential zones of liq- uefaction onsite are discontinuous and as such dynamic settlement for a localized condition may be more realistic. Based upon this analysis, ground oscillation induced damage to structures in the vicinity of CPT-6 and CPT-7 are anticipated to be minimal. Given the anticipated thickness of non-liquefiable soil over the liquefiable soils, it is likely that fissuring and sand boils would not occur. It is more likely that ground oscillations and dynamic settlement could occur. Since this type of failure could ·affect all lots founded over or within a 1 : 1 (horizontal to vertical) influence of satu- rated left-in-place alluvium, it is recommended that a post-tensioned foun- dation system should be utilized for these areas . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • 12· 11 10 -E ";. 8 ::c { 8 .... l 7 • en i 6 .! -i 5 ... 0 Proposed boundary curves for site Identification of liquefaction.-induced damage (980 gal = 1 g) Max. acc. : : :r ~ 200 gal : ;: ·.1 :'.:"-f : : :I . ·. I :·. ~~:~-a:.c, ·:} ··· Max. acc . : . : : . .., 400-500 al .. ·. -. :•. .·.·.,· ... • 4, • I .... . . · . . .. l .: ,:; .: .. : ::; JI, :I 3 .... 2 1 ... : :· -~ .... '/ : : . .,, . ... ,, . :., .. ·_;, .,,, . . . . . . .. . . ·.;; . . . · ... ;,,,· ,,,,,. . ; . :." .. )·;,,, ..... :;.-,,,. . .., ... -.,,,,,. :· ~ ... _,, r .. .,,,,,. . ·.,;,, . .,,,,,,, 0 1 2 3 4 5 6 7 8 9 10 Thickness of surface layer, H1 (m) Modified from lahlhara (1985) FIGURE B. PACD1C SOILS ENGINEERING, INC. 7715 CONVOY COUltT SAN DIEOO, CA 92111 (619) 560-l713 W.O.: 400607 DATE: J0/17 /97 i • • • • • • • • • • • Comparison of Proposed ·Chart for Determination of Volumetric Strain with Field Performance of Saturated Sands 0.6 --...----------------------- \40LUMETRIC STRAIN -% ,, · · 0 5 4 3 ·-· 2 0 '. 5 111 0.4 0.2 0.1 ·o Hochklohe,PI ' 10 Modified from Tokhnatau and Seed ( 1987) 1 40 50 FIGURE C PACIFIC SOILS ENGINEERING, INC • 7715 CONVOY COURT SAN DIEGO. CA 92111 (619) 560-1713 W.O.: 400607 DATE: 10/17 /97 • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 21 7.3 · FLOW FAILURE 7.4 The most catastrophic mode of ground failure associated with liquefaction usually develops on slopes greater than 3 : 1. The flows are chiefly lique- fied soil and intact blocks of material riding on liquefied substrata. Due to the slight gradients of the alluvial and bedrock contacts, flow failures are not likely at the site . LOSS OF BEARING Loss of bearing occurs under a structure when the soil looses strength and liquefies. Considering the anticipated lightly loaded structures and the anticipated thickness of compacted fill over potentially liquefiable soils this failure mode is not considered likely at the site . lri consideration of the above failure modes, ground oscillation and dy- namically induced settlement are most likely at the site. It is recom- mended that the potential settlement for both localized and maximum dynamically induced settlement should be considered in design of the foundation within the alluviated areas. Further, a post-tensioned founda- tion system should be utilized for all foundations founded on or within a 1 : 1 (horizontal to vertical) influence of left-in-place saturated alluvium . PACIFIC SOILS ENGINEERING, INC, ------------------~-------------- • •• • • • • • • • • • Work Order 400607 October 17, 1997 Page 22 Foundation design should mitigate the effects of liquefaction on lots over- lying left-in-place saturated alluvium to an "acceptable level of risk" as de- fined by California Code of Regulation (CCR), section 3721 (a). 8.0 GRADING RECOMMENDATIONS AND SPECIFICATIONS 8.1 REMOVALS All highly weathered Santiago Formation, terrace deposit, landslide de- posits, colluvium, alluvium, topsoil and uncompacted artificial fill will re- quire removal and recompaction. The following general removal requirements are recommended for each of the following map units as re- flected on Plates 1 through 6. Conditions requiring locally deeper remov- als may be encountered and final determination should be based upon field conditions as exposed during grading . 8.1.1 Compacted Artificial Fill (Map Symbols afc) Compacted artificial fill exists on the site as depicted by the limits shown on the enclosed plans. The testing, observation and limits of this fill are reported in Geopacifica (1990). Based upon these as-graded reports, and recent in-place moisture/density testing (Ta- ble 111), these fills are capable of supporting additional compacted fill. The upper three (3) to seven (7) feet of these fills should be re- moved prior to placement of additional compacted fill. These mate- rials are suitable for reuse as compacted fill. PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 23 8.1.2 Uncompacted Artificial Fill (Map Symbol afu) All uncompacted artificial fill will require complete removal. Particu- lar attention should be given during grading to the area along the eastern limits of afc associated with Cannon Road to ensure that all uncompacted fill has been removed . 8.1.3 Alluvium/Colluvium (Map Symbol Qal/Qcol) Alluvium/colluvium and topsoil will require removals to saturated conditions (S ~ 85 percent) within structural fill areas. It is antici- . pated that the alluvium/colluvium and topsoil removals will be on the order of zero (0) to seventy (70) feet with locally deeper remov- als possible. It is anticipated that a shrinkage of ten (10) to fifteen (15) percent is possible when these materials are recompacted as artificial fill. Top loading conditions could be required, depending upon perched groundwater levels . 8.1.4 Landslide Deposit (Map Symbol Qls) Landslide deposit should be completely removed prior to the place- ment of compacted fill. Depths are anticipated to range from two (2) to twenty (20) feet. Conditions requiring locally deeper remov- als may be encountered. Final removal recommendations will be dependent upon field conditions exposed during grading . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 24 8.1.5 8.1.6 8.1.7 Terrace De12osit or Santiago Formation (Map Symbol Qt or Tsa) Highly weathered terrace deposit and Santiago Formation, and overlying residual soils will require removal. It is anticipated that the upper one and one-half (1.5) to four (4) feet will require re- moval. Conditions requiring locally deeper removals may be en- countered. Final removal recommendations will be dependent upon field conditions encountered during grading operations . It is expected that the terrace deposit and Santiago Formation will not significantly bulk or shrink when excavated and recompacted . Where highly weathered terrace deposit or Santiago Formation, topsoil, colluvium, alluvium or uncompacted fill are exposed at grade, complete removal and recompaction will be required. As a general guideline, where cut areas are less than five (5) feet, an evaluation for this condition should be made by a representative of this firm during grading . Removal of re~erit sediment in the desilting basin in the northern- most portion of the project, adjacent to Cannon Road (Plate 1) should be completed down to saturated alluvium or compacted fill. Removals are estimated to range from two (2) to six (6) feet. Top loading conditions could be required, depending upon groundwater levels . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 25 8.2 8.1.8 Exploratory drilling operations in Santiago Formation encountered a few very hard concretionary boulders. Therefore, it is possible that excavations into Santiago Formation will encounter large con- cretionary sandstone boulders which would require special han- dling as outlined in section 9.14. SLOPES Attendant stabilization fill design, natural slope and fill slope stability con- ditions are based upon shear strength parameters presented in the refer- enced reports and our recent laboratory test results. The following values were utilized for the stability calculations included herewith: Compacted Fill ( afc) Alluvium Terrace Deposit Santiago Formation Sandstone* Claystone* Y.. (lbs./ft.3) 125 125 125 125 115 Cohesion 2 (lbs./ft. ) 100 200 100 350 150 fil. 30 25 30 27 9 * Shear strength values are based upon remolded low strain, three cycle, direct shears . Slope stability analyses were performed on an IBM PC computer using the computer program "GSlope 3.21". The program calculates the factor of safety using modified Bishop Method (rotational failure mode) and Janbu Method (translational failure mode). For the Bishop Method, the program utilizes a search routine to find the minimum factor of safety for a PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • Work Order 400607 6.ctober 17, 1997 Page 26 circular slide surface. This search encompasses at least fifty (50) feet be- hind the top of slope. The Janbu Method calculates a factor of safety util- izing a moment and force equilibrium method on a predetermined low strength plane (basal landslide rupture surface). a.2.1 Cut Slopes Based upon our field work it is anticipated that cut slopes are pro- grammed in terrace deposit and Santiago Formation. Due to the consistent westward dip· in Santiago Formation, westwardly facing bedrock design cut slopes are anticipated to be problematic. Spe- cifically, the excavation of bedrock cut slopes will daylight adversely oriented claystone subunits which. could act as planes of weakness along which failures could occur. Accordingly, it is recommended that buttresses and stabilization fills be provided for all westwardly oriented cut slopes in Santiago Formation. Minimum key dimensions are shown on the enclosed grading plans (Plates 1 through 6) and cross-sections (Plates 7 through 9). Geo- logic inspection should be provided durir:ig grading to verify the an- ticipated design geotechnical conditions. Key dimensions may increase if field conditions so indicate . PACIFiC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 27 Where recommended, buttresses and stabilization fills should be constructed with the minimum key dimensions indicated at the locations shown on the enclosed grading plans. Drains should be provided and outletted at the locations shown on the enclosed grading plans as per detail· G-3 (Standard Grading Details). But- tress stability calculations are presented on Plates B-3, B-5 and 8-7. 8.2.1.1 Temporary Construction Backcuts In consideration of inherent instability created by temporary construction backcuts for stabilization fills, buttress fills and landslide removal sections, it is imperative that grading schedules are coordinated to minimize unsupported expo- sure time of these excavations. Once started, these excava- tions and subsequent fill operations should be maintained to completion without intervening delays imposed by avoidable circumstances. In cases where five (5) day work weeks comprise a normal schedule, grading should be planned to avoid exposing at grade or near grade excavations through a non work weekend. Where improvements may be affected by temporary instability, either on or offsite, further restric- tions such as slot cutting, extending work day week and schedules, and/or other requirements considered critical to serving specific circumstances may be imposed. Removal of unsuitable materials also may be affected by the above requirements . PACIFIC SOILS ENGINEERING, INC. •• • • • • • • • • • • Work Order 400607 October 17, 1997 Page 28 Backcut stability calculations for selected buttresses are presented on Plates B-4 and B-6. 8,2.2 Fill Slopes Fill slopes are designed for slope ratios of 2 : 1 to vertical heights up to seventy-five .(75) feet. The attendant calculations for the highest fill slope are shown on Plates 8-8. Fill slopes constructed of properly compacted onsite materials should be considered grossly and surficially stable under normal conditions to the heights proposed. Surficial slope stability calculations are presented on Plate B-9 . 8.2.3 Fill-Over-Cut Slopes Prior to filling, the cut portion of the slope should be observed by the soil engineer or engineering geologist to confirm that the under- lying material is sound and capable of supporting the fill. If unsuit- able materials are encountered it will be necessary to overexcavate the cut portion and replace it with compacted fill. Where the underlying material is capable of supporting the fill, a fill key of at least one equipment width and tilted into the slope with at least one (1) foot differential, shall be constructed prior to fill place- ment (see Plate G-11 ). All surficial soils. alluvium and other loose, soft materials must be removed prior to fill placement. PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 29 8.2.4 Fill Slopes Over Natural Ground Fill slopes should be keyed and benched into existing ground as shown on Plate G-5. Loose fill soils, any topsoils, colluvium, allu- vium, highly weathered terrace deposit or Santiago Formation ranging in depth from a few feet to up to locally as deep as sixty- five (65) to seventy (70) feet may be encountered. These loose materials will require removal and replacement as compacted fill, as shown on Plate G-6. Significant removals beyond the toe-of- slope will be necessary for lot 17 4 (Plate 4 ). In that area it is antici- pated that removals will necessarily extend beyond the southern project boundaries to complete the structural projection shown on Plate G-6. 8.2.5 Natural Slopes It is PSE's opinion that natural slopes located on the subdivision boundaries are grossly stable.· Our analyses indicates that surficial stability will be minimally impacted by site grading . However, it is possible that thickly colluviated natural slopes could present a potential for erosion, localized surficial slumping and pos- sible debris flows when the areas west of lots 163/181 (Plate 1) and lots 175, 176 and 178 (Plates 3 and 4) are cut to grade. Miti- gation measures may include the construction of catchment ditches or debris fences. PSE will make the final determination of C •f: mitigation PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 30 measures, if any, and they will be dependent upon field conditions encountered during grading operations. Stability analyses of these natural slopes are presented on Plates 8-1 and 8-2. 8.3 CLAYSTONE OR SILTSTONE EXPOSED ON CUT PADS Cut pads which contain expansive claystone or siltstone beds at or near grade should be overexcavated entirely to provide uniform foundation conditions. The minimum depth of the undercut is three (3) feet and may be as much as five (5) to ten (10) feet depending on expansion character- istics, thickness and depth to the expansive bed. To eliminate possible perched water problems it is recommended that the overexcavation be constructed to provide a one (1) percent gradient (minimum) away from the lot. Each cut lot should be finally evaluated during mass grading for this condition. The contractor should not finish pads until this evaluation is complete. 8.4 SUBDRAINS . Proposed locations for six (6) and eight (8) inch canyon-type subdrains are shown on Plates 1 through 6. They should be constructed as per the recommendations shown on Plate G-1 and G-2. A "double" canyon sub- drain system is proposed for the large, south flowing drainage in Areas H and I (Plate 4). In this canyon, after alluvium removals are completed, a subdrain should be constructed against both canyon walls at elevations that will allow the systeni to outlet below the toe of slope . PACIFIC SOILS ENGINEERING, INC, • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 31 Four (4) inch backdrains are required for all buttress/stabilization fills . They should be constructed as per the recommendations shown on Plate G-3 . -8.5 SETTLEMENT During the previous grading, three (3) onsite settlement plates were placed by the geotechnical consultant (Geopacifica, 1990) and were moni- tored by the project surveyor (Geopacifica, Inc., 1990; Owen Geotechni- cal., Inc., 1987b). The approximate location of these buried monuments are shown on the 40-scale grading.plans (Plates 1 and 2) . Table D summarizes the measured settlement on these monuments and the approximate thickness of the existing embankment during the original grading . TABLED SUMMARY OF. SETTLEMENT DATA APPROXIMATE MONU-THICKNESS OF MENT SETTLEMENT EMBANKMENT NO . (FT.) (FT.) NOTES SM-1 * SM-2 * SM-3 1.3 16 * * Indicates monument destroyed during original grading . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 32 .Based upon the previously generated settlement curves (Plates E-1 and E-2) and consolidation testing, it is anticipated that additional settlement as a result of the proposed grading will occur. Table E summarizes the estimated settlement and the estimated time for 90 percent of primary consolidation to occur. It should be noted that the indicated settlement times can be shortened. This may be ac- complished by various methods (i.e. surcharging, wickdrains or combination thereof) and reduction of settlement time should be evaluated on an area by area basis . Lot No. 161 162 165 168 8.6 TABLE E ANTICIPATED SETTLEMENT Estimated Saturated Left-In-Place Alluvium (ft.) 60 20 40 30 Additional Fill Required to Achieve Design Grade (ft.) 15 30 40 15 SETTLEMENT MONITORING Anticipated Settlement (Inches) 20-24 10-14 22-26 16-20 Anticipated Time To Achieve 90% Primary Consolidation (Months) 6-12 4-8 6-12 6-12 When considering the anticipated partial alluvial removals below sections of the site and the additional fill to be placed, it will be important to verify that potentially detrimental time-dependent primary settlements have oc- curred. In order to measure total settlement in partial removal areas, set- PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 33 tlement plates are recommended at the base of cleanouts at selected lo- cations on the project (Plates 1 and 2). The following procedure should be utilized for installation of new settlement plates. The settlement plate should consist of a two (2) foot by two (2) foot by one-quarter (1/4) inch steel plate with a threaded nipple at the center (Plate G-12) and is placed at the base of the partial removal excavation. A five (5) foot section of one (1) inch.pipe with a three (3) inch PVC sleeve should be connected to the settlemer,t plate and firmly tightened. The top of the pipe is then surveyed for elevation. As the compacted fill is brought up, the top of the pipe is surveyed again to measure the change in eleva- tion brought about by fill surcharge. After the second measurement, a new section of pipe and PVC sleeve is added and the process is re- peated. Complete installation details are shown on the .attached Plate G-12 . It is recommended that bi-monthly surveys should be continued at least three (3) months after 90 .percent of the primary consolidation has oc- curred. Survey accuracy should be to a vertical tolerance of± .02 foot. PACIFIC SOILS ENGINEERING, INC. • • • Work Order 400607 October 17, 1997 9.0 SITE PREPARATION AND COMPACTION Page 34 9.1 In order to achieve a well engjneered and designed development, in- grading field observations will be required by qualified geotechnical per- • sonnel. This should include continuous observation and testing of fill placed by field technicians, and periodic observation by the project geolo- gist and soil engineer. • • • • • • • 9.2 Prior to grading, areas within the daylight limits should be stripped and cleared of all existing vegetation, trash, underlying debris, and all other deleterious materials. These materials should be removed and wasted offsite. 9.3 Areas to receive compacted fill intended for support of structures should be prepared as per our recommendations outlined in item 8.0 of this re- port. Prior to fill placement, fill ateas should be approved by the project soil engineer and/or his geologist. 9.4 After clearing, stripping, removals and overexcavation, the approved ex- posed surface should be scarified, moisture conditioned to or slightly above optimum moisture, and compacted to a minimum of 90 or 92 per- cent of the laboratory maximum density as determined in accordance with ASTM:D 1557-91 . PACIFIC SOILS ENGINEERING, INC. • • • •• • • • • • • • Work Order 400607 October 17, 1997 Page 35 9.5 All fills should be spread in thin lifts (six to eight inches), the moisture con- tent adjusted to optimum or slightly above and the materials rolled and co_mpacted to 90 percent of the laboratory maximum density (ASTM:D 1557-91 ). Each lift should be treated in a like manner until the desired fin- ish grades are achieved. All fill deeper than fifty (50) feet should be com- pacted to a minimum of 92 percent of the laboratory maximum density (ASTM: D 1551-91) . 9.6 Materials excavated onsite which are approved by the soil engineer may be utilized in compacted fill provided they are free of objectionable debris . 9. 7 Cut/fill transitions in proposed building pads should be undercut such that a minimum compacted fill section of three (3) feet is provided across the pad. Deeper undercuts may be required dependent upon field condi- tions. Further, all undercuts should be constructed to provide a minimum of one (1) percent gradient away from the lot. Anticipated cap lots are shown on Plates 1 through 6 . 9.8 Where the natural or graded slope is steeper than 5-horizontal to 1-vertical, compacted fill materials should be keyed and benched into bed- rock or firm materials as approved by the soil engineer and/or geologist. Particular note should be given to fill-over-cut slopes. Care should be taken to prevent overbenching at the anticipated daylight lines as the fills are brought to finish grade . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 36 .9.9 In order to minimize surficial slumps on compacted fill slopes, the follow- ing grading procedures should be undertaken. 9.9.1 It is recommended that fill slbpes may be constructed by overfilling with compacted fill, and trimmed back such as to expose the dense inner core of the slope surface. The exact amount of overfilling may be determined by the contractor, but shall not be less than three (3) feet, measured perpendicular to the slope face . Compacted fill slopes should be backrolled with sheepsfoot roller during fill placement at intervals not exceeding four (4) feet in verti- cal heights. Care should be taken to construct the slope in a work- manlike manner so that it is positioned at its design orientation and slope ratio. Achieving a uniform slope surface by subsequent thin wedge filling must be avoided. Any add-on correction to a fill slope should be conducted by overfillin9 the affected area in horizontal, compacted lifts which must be benched into the existing fill prism. The overfilled slbpes may be trimmed to the design gradient. 9.9.2 As an alternative to the above, slopes may be built on-grade pro- vided they are backrolled with a sheepsfoot similar to item 9.9.1. To achieve compaction at the slope face the fill slope faces should be rolled for the entire height with a sheepsfoot roller. If the de- sired compaction is not obtained at the surface in this manner, a vi- bratory sheepsfoot roller may be required. To be most effective this equipment should be anchored and manipulated from a side- boom tractor. In lieu of a grid roller, the slope may be track walked PACIFIC SOILS ENGINEERING, INC, • • • •· • • • • • • • Work Order 400607 October 17, 1997 Page 37 with a 0-8 dozer or equivalent machinery on slopes of 2 : 1 or flat- ter. To obtain the required compaction arid appearance of the slope face, the soil moisture should be maintained at or near opti- mum from the time of mass filling to the completion of grid rolling. 9.9.3 The grading contractor should be made aware that care must be taken to avoid spillage of loose material down the face of the slopes during grading and durin~ drainage terrace and downdrain construction. Fine grading operations for benches and downdrains should not deposit loose trimmed soils on the finished slope sur- faces. These materials should be removed from slope areas . 9.9.4 Owing to the susceptibility of graded slopes to erosion, landscaping or other erosion prevention measures should be established by the landscape architect. The type of vegetation and watering schedule should be established by a landscape architect familiar with hillside maintenance and erosion prevention measures for granular slopes . 9.10 In general, the onsite materials exhibit very low to very high expansion po- tential. Any import soils should have very low to low expansion properties and the soil engineer should be notified at least 48 hours in advance in or- der to sample, test and approve or disapprove materials at the proposed borrow site. No import materials should be delivered for use on the site without prior approval of the soil engineer . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 38 9.11 Fill should be tested at the time of placement to ascertain that the required compaction is achieved. 9.12 All temporary roads created during grading must be removed in their en- tirety or replaced as properly compacted fill as part of the site grading . 9.13 Compaction equipment on the project shall include a combination of rubber-tired and sheepsfoot roller to achieve proper compaction. Ade- quate water trucks/ pulls should be available to provide sufficient moisture and dust control. 9.14 Oversized rock material could possibly be produced in excavations in Santiago Formation. This rock may be incorporated into the compacted fill section to within thirteen (13) feet of finish grade. Maximum rock size in the upper thirteen (13) feet is restricted to eight (8) inches. Variances to the above rock hold dowh must be approved by the owner, geotechni- cal consultant and governing agency. Rocks in excess of eight (8) inches in maximum dimension may be placed within the deeper fills, providing all rock fills are handled in the following manner. 9.14.1 Rock Blankets Rock blankets consisting of a mixture of gravel, sand and rock to be a maximum dimension of two (2) feet may be constructed. The rocks should be placed on prepared grade, mixed with sand and gravel, watered and worked forward with bulldozers and pneumatic PACIFIC SOILS ENC;IINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 39 9.14.2 9.14.3 compaction equipment such that the resulting fill is comprised of a mixture of the various particle sizes without significant voids and forming a dense, compact fill matrix. Rock Windrows Rocks larger than two (2) feet in maximum dimensions may be placed in windrows in deeper fill areas in accordance with the de- tails on Plate G-10. The base of the windrow should be excavated an equipment width into the compacted fill core with rocks placed in single file within the excavation. Sands and gravels should be added and thoroughly flooded and tracked until all voids are filled . Windrows should be separated by at least fifteen (15) feet of com- pacted fill, be staggered vertically and separated by at least a verti- cal foot of compacted fill. Windrows should not be placed within thirteen (13) feet from finish grade, within the zone of the deepest proposed utility or other improvement, or within fifteen (15) feet of the finish slope surface unless specifically approved by the owner, geotechnical consultant and governing agency . In order to separate oversized materials from the rock hold down zones the use of a rock rake may be necessary . PACIFIC SOILS ENGINEERING, INC. • • • Work Order 400607 October 17, 1997 Page 40 9.14.4 The grading contractor should consider the amount of available rock disposal volume afforded by the design when establishing his excavation techniques and grading logistics. Rock disposal tech- niques should be discussed and approved by the geotechnical con- • sultant prior to implementation. • • • • • • • 10.0 PRELIMINARY DESIGN PARAMETERS It is PSE's understanding that the site will be utilized to develop both single fam- ily residential structures and multi-family residential structures. It is anticipated that the structures will be wood frame supported on a shallow slab-on-grade foundation system. The onsite materials are anticipated to range from very low to very high in expansion potential. Final expansion potential of the subject lots are dependent on the as-graded conditions. For preliminary design purposes, the following foundation recommendations and design parameters are presented for low, medium and high expansion potential lots. Further, it is recommended that all lots situated over or with a 1 : 1 (horizontal to vertical) projection of left-in- place alluvium should utilize a post-tension slab . 10.1 FOUNDATIONS Foundations may be preliminary designed based upon the following values: 10.1.1 Allowable Bearing: 2000 lbs./sq.ft. PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 41 · 10.1.2 Lateral Bearing: 250 lbs./sq.ft. at a depth of 12 inches plus 125 lbs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs./sq.ft. 0.35-10.1.3 Sliding Coefficient: 1 0. 1 .4 Settlement:: Total = 3/4 inch Differential = 3/8 inch in 20 feet 10.2 CONVENTIONAL FOUNDATION SYSTEMS 10.2.1 Very Low to Low Expar::,sion Potential Lots 10.2.1.1 Footing Depth (Minimum): Exterior One-Story: 12 inches below lowest adjacent finished grade. Two-Story: 18 inches below lowest adjacent finished grade . Interior One & Two-Story: 12 inches below lowest adjacent finished grade . 10.2.1.2 Footing Reinforcement: All continuous: two No. 4 rebars, one on top, one on bottom . 10.2.1.3 Slab Thickness (Minimum): Four (4) inches . 10.2.1.4 Slab Reinforcement (Minimum): Living Areas 6" x 611 , No. 1'0 by No. 10 welded wire mesh OR equivalent. PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 42 10.2.1.5 Subgrade Moisture: Minimum of 120 percent of optimum moisture immediately prior to placing concrete. 10.2.2 Medium Expansion Potential Lots 10.2.2.1 Footing Depth (Minimum): Exterior One-Story: 18 inches below lowest adjacent finished grade. Two-Story: 18 inches below lowest adjacent finished grade . Interior One & Two-Story: 18 inches below lowest adjacent finished grade . 10.2.2.2 Footing Reinforcement: All continuous: four No. 4 rebars, two on top, two on bottom OR two No. 5 rebars, one on top, one on bottom . 10.2:2.3 Slab Thickness (Minimum): Four (4) inches . 10.2.2.4 Slab Reinforcement (Minimum): Living Areas 6" x 6", No. 6 by No. 6 welded wire mesh OR equivalent. 10.2.2.5 Subgrade Moisture: Minimum of 120 percent of optimum moisture 24 hours prior to placing concrete . PACIFIC SOILS ENGINEERING, INC. • • • • • •• • • • • • Work Order 400607 October 17, 1997 Page 43 10.2.3 High Expansion Potential Lots 10.2.3.1 Footing Depth (Minimum): Exterior One-Story: 24 inches below lowest adjacent finished grade. Two-Story: 24 inches below lowest adjacent finished grade. Interior One & Two-Story: 18 inches below lowest adjacent finished grade . 10.2.3.2 Footing Reinforcement: All continuous: four No. 4 rebars, two on top, two on bottom OR two No. 5 rebars, one on top, one on bottom . 10.2.3.3 Slab Thickness (Minimum): Four (4) inches. 10.2.3.4 S!ab Reinforcement (Minimum): Living Areas No. 3 rebars placed on 18 inch centers each way. 10.2.3.5 Subgrade Moisture: Minimum of 120 per.cent of optimum moisture 48 hours prior to placing concrete . 10.3 FOOTING WIDTH Footings shall have a minimum width of 12 inches when supporting one- story, 15 inches when supporting two-stories and 18 inches when support- ing three-stories, PACIFIC SOILS ENGINEERING, INC. • • • • • • •· • • • Work Order 400607 October 17, 1997 10.4 FOOTINGS Page 44 If exterior footings adjacent to drainage swales are to exist within three (3) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below swale bottom is maintained. Footings adja- cent to slopes should be emb.edded such that at least seven (7) feet is provided horizontally from the edge of footing to face of slope . 10.5 POST-TENSIONED SLAB/FOUNDATIONS Based upon the anticipated onsite soil conditions and information supplied by the UBC-94, section 1818, the following preliminary design parameters are presented. 10.5.1 Very Low, Low to Medium Expansion Potential Lots Clay Type: Montmorillonite Maximum P~rcent of Clay = 30 percent Thornthwaite Moisture Index= -20 Edge Moisture Variation: Center Lift = 5.5 ft. Edge Lift = 2.4 ft. Depth to Constant Soil Suction = 5.0 ft . Constant Soil Suction pF = 3.6 ft. Velocity of Moisture Flow= 0.5 inches/month Settlement: Total = 3/4 inch Differential = 3/8 inch in 20 feet. PACIFIC SOILS ENGINEERING, INC, • • • • • • • Work Order 400607 October 17, 1997 Page 45 · 10.5.2 High Expansion Potential Lots and Lots Founded Upon or Within a 1 : 1 Influence of Left-In-Place Saturated Alluvium Clay Type: Montmorillonite Maximum Percent of Clay = 40 percent Thornthwaite Moisture Index = -20 Edge Moisture Variation: Center Lift = 6.0 ft. Edge Lift= 2.7 ft. Depth to Constant Soil Suction = 7 .0 ft. c·onstant Soil Suction pF = 3.6 ft. Velocity of Moisture Flow = 0.7 inches/month Settlement: Total = 3/4 inch Differential= 3/8 inch in 20 feet. 10.5.3 Footing Width The footing width, depth as well as the structural slab-on-grade thickness for post-tensioned foundations shall be as specified by the structural engineer based upon the soil parameters provided by PSE and the requirements of UBC. 10.6 UNDER-SLAB REQUIREMENTS 10.6.1 Very Low to Low Expansion Potential A. 10-mil polyvinyl membrane (minimum) should be placed below all slabs-on-grade within living areas. This membrane should be cov- ered with a minimum of two (2) inches of clean sand to protect it and to aid in curing of the concrete. This membrane should also be underlain with two (2) inches of clean sand . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 46 10.6.2 Medium Expansion Potential The same criteria as outlined above should be used except the polyvinyl membrane should be underlain with three (3) inches of clean sand.· 10.6.3 High Expansion Potential The same criteria as outlined above should be used except the polyvinyl membrane should be underlain with four (4) inches of clean sand. 10.6.4 Care should be taken during construction so that the 10-mil polyvi- nyl membrane is not punctured or violated. Further, it is recom- mended that the polyvinyl membrane should be overlapped or glued at the joints to further reduce the potential of moisture vapor migration . 10.7 GARAGES (CONVENTIONAL FOUNDATIONS) 10.7.1 All garage slabs shall have a minimum thickness of four (4) inches (actual). These slabs should contain control joints at approximately ten (10) foot spacing . 10.7.2 Footing embedment and reinforcement shall be as recommended ih accordance with the expansion potential for the structures (sec- tion 10.2) . PACIFIC SOILS ENGINEERING, INC. • • • • •· • • • • • Work Order 400607 October 17, 1997 Page 47 10.7:3 A grade bean reinforced continuously with the garage footings shall be constrl!cted across the garage entrance, tying together the ends of the perimeter footings and between individual pad footings. This grade beam ~hall be embedded at the same depth as the adjacent perimeter footings. A thickened slab should be provided at the garage entrance above the grade beam. Minimum dimensions of the thickened slab shall be six (6) inches wide by six (6) inches deep and need not be spe- cifically reinforced. The garage slab should have a positive separa- tion from the stem wall. 10.7.4 Slab reinforcement, subgrade moisture and under-slab treatment . . should be the same as presented in section 10. 2 . 10.8 RETAINING WALL DESIGN Retaining walls or other structural walls should be designed with the following. 10.8.1 Level Backfili Ka= 0.33 Kp= 3.00 K0 = OA9 Sloping Backfill 2 : 1 Ka= 0.53 KP(+)= 7.46 (Ascending Slope) KP (-) == 1.12 (Descending Slope) PACIFIC SOILS ENGINEERING, INC. • • • • • • ., • • • Work Order 400607 October 17, 1997 Page 48 Equivalent fluid pressure can be calculated utilizing a soil unit weight of y = 125 lbs./sq.ft. 10.8.2 Foundations with retaining walls may be designed in accordance with recommendations of section 10.1. 10.8.3 Retaining walls should be backfilled with free draining materials (SE ~ 30) and compacted to project specifications. Drainage sys- tems should be provided to all walls to relieve potential hydrostatic pressure. · 10.8.4 All footing excavations for retaining walls should be observed by the project soil engineer or his representative . 10.8.5 All backfill should be compacted to a minimum of 90 percent of the laboratory maximum density at or slightly above. optimum moisture as per ASTM:D 1557:.91 _ 10.9 EXTERIOR SLABS AND WALKWAYS 10.9.1 Since expansive soils may be present onsite, the designer of the hardscape/ flatwork should take into consideration the expansive soil subgrade characteristics witb respect to the proposed designed . PACIFIC SCJILS ENGINEERING, INC. • • • • • •• • • • • • Work Order 400607 October 17, 1997 10.9.2 Page 49 The subgrade below sidewalks, driveways, patios, etc. should be moisture conditioned to a minimum of 120 percent of optimum moisture content prior to concrete placement. 10.9.3 Weakened plane joints should be installed on walkways at approxi- mately eight (8) to ten (10) foot intervals .. Other exterior slabs should be designed to withstand shrinkage of the cement. 10.9A All concrete flatwork and driveways should be a minimum of four .(4) inches thick . 10.9.5 On lots identified as high expansion potential consideration should be given to reinforcing all concrete flatwork minimally with six (6) by six (6) inch, No. 10 by No. 10 welded wire mesh. Further, flatwork on these lots should be placed upon six (6) inches of low expansive soil or base. 1~-10 DRAINAGE AND RUN-OFF All roof, pad and slope drainage should be collected and directed away from the proposed structures to approved disposal areas. It is important that drainage be directed away from foundations. This is especially true in patio areas and greenbelt areas. The recommended drainage patterns should be established at the time of fine grading and maintained through- out the life of the structure . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • Work Order 400607 October 17, 1997 10.11 CHEMICAL TESTING Page 50 Soluble sulfate concentrations of the foundation materials should be de- termined after the rough grading is completed, when the final distribution of onsite materials is known. However, it is recommended that all con- crete in contact with soil should utilize a sulfate resistant cement. 11.0 SLOPE STABILITY AND MAINTENANCE 11.1 Based upon our analyses, cut and fill slopes are considered to be grossly and surficially stable as designed. Geologic observations will be provided during grading to verify the anticipated geologic conditions as identified in the slope stability calculations. Cut slopes exposing potential adverse geologic conditions will be buttressed or stabilized in accordance with the recommendations presented under section 8.0 of this report . Although the design and construction of the slopes during mass grading is planned to create slopes which possess both stability against mass rota- tional failure and stability against surficial slumping and "pop-outs", certain factors are beyond the control of the project soil engineer and geologist. These include the following: PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 11.2 ONSITE DRAINAGE Page 51 No water must be allowed to flow over the slopes other than incidental rainfall. No alterations of pad gradients should be allowed which will pre- vent pad and roof run-off from being expediently directed to approved dis- posal areas. t1 .3 PLANTING AND IRRIGATION 11.3.1 It is recommended that slope planting consist of ground cover, shrubs and trees which possess deep, dense root structures and which require a minimum of irrigation. Alteration of such a planting schem~ is at the resident's risk. 11.3.2 The homeowners association and/or homeowners are responsible for proper irrigation and for maintenance and repair of properly in- stalled irrigation systems. Leaks should be fixed immediately. Sprinklers should be adjusted to provide uniform coverage with a minimum of water usage. Overwatering with consequent wasteful run-off and serious ground saturation must be avoided. 11.4 BURROWING ANIMALS Homeowners association and/or homeowners should maintain a program for the elimination of burrowing animals in slope areas. This may need to be an on-going program in order to protect slbpe stability . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 12.0 MISCELLANEOUS Page 52 12.1 Whenever utility trenches are excavated parallel or adjacent to footings and located within a distance subtended by a 45 degree angle (1: 1 ratio) taken from the ground surface at the footings, utility trenches should be compacted to 90 percent of the laboratory maximum density. Compaction should be accomplished with a mechanical compaction device. If the backfill soils have dried out, they should be thoroughly moisture condi- tioned prior to placement in trenches. 12.2 Interior and exterior utility trenches should be backfilled and compacted in accordance with the City of Carlsbad criteria. At least the upper one (1) foot of utility trench backfill should consist of native soils. 12.3 Adequate surface drainage is an important consideration to avoid nui- sance water conditions that often develop as a result of irrigation and pro- longed periods of rain. Design of surface and subsurface drainage improvements should be addressed by the civil engineer. Special surface and/or subsurface drainage improvements may be recommended if geotechnical conditions warrant. The type and location of these devices shall be based upon field conditions as identified in fine grading operations . PACIFIC SOILS ENGINEE;RING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 53 12.4 Pertinent recommendations contained in this report should be considered for incorporation into the project grading plans and construction specifica- tions. To prevent the possible separation of such information, this report should also be included as a referenced portion of all phases of the pro- ject development. PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 Page 54 The findings and recommendations contained in this report are based upon spe- cific excavations, observations and review of previously published geotechnical reports as noted. The materials immediately adjacent to or beneath those ob- served may have different characteristics and no representations are made as to the quality or extent of materials not observed~·~--~ Respectfully submitted, PACIFIC SOILS ENG EE By t, "ID A. MURPHY, C Engineering Geologist Dist: (8) Addressee· JAC/DAM/JAH:kr/0000 Reviewed by: PACIFIC SOILS ENGINEERING, INC. • • • • • A p ·p L N D I X • • • • • • • • • • • • • • • • Work Order 400607 October 17, 1997 REFERENCES Anderson, J. G., and others, 1989, Past and possible future earthquakes of significance to the San Diego Region: Earthquake Spectra EERI, V. 5 no. 2, p. 299-333. Am~rican Geotechnical, 1983, Preliminary geotechnical investigation, 400 acre Kelly property, Carlsbad, California: an independent consultant report dated July 29, 1983 (file no. 981.01 ). Geocon, Inc., 1996, Final report of testing and observation services performed during mass grading, Evans Point, CT 92-3, Carlsbad, California: an independent con- sultant report dated January 25, 1996 (project no. 05529-02-03). Geopacifica, Inc., 1990, As-graded geotechnical report, Kelly Ranch Phase I, Carlsbad tract no. 83-30, Carlsbad, California: an independent consultant report dated January 10, 1990 (project no. 160.1.4 ) . Geopacifica, Inc., 1986, Temporary backcut failure, southerly borrow area, Kelly Ranch, Carlsbad Tract No. 83-30, Carlsbad, California: an independent consultant re- port dated January 8, 1986 . Geopacifica, Inc., 1985, Geotechnical review of grading plans, Kelly Ranch Phase 1A, Carlsbad tract no. 83-30, Carlsbad, California: an independent consultant report dated October 9, 1985. Jennings, C. W., 1994a, An explanatory text to accompany the fault activity map of California and adjacent areas: California Division of Mines and Geology, 92 p. Jennings, C. W., 1994b, Fault activity map of California and adjacent areas: California Division of Mines and Geology, California geologic map data series, map no. 6 . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17., 1997 REFERENCES cont. Mualchin; L., and Jones, A. L., 1992, Peak acceleration from maximum credible earth- quakes in California (rock and stiff-soil sites): California Division of Mines and Geology open file report 92-1 . Owen Geotechnical, 1987a, Results of alluvial study, Kelly Ranch, Carlsbad, California: an independent consultant report dated September 28, 1987 (project no. 296.3.7). Owen Geotechnical, 1987b, Settlement monument analysis, Kelly Ranch, Phase I grad- ing, Carlsbad, CA.: an independent consultant report dated February 26, 1987 (project no. 269 .. 3.4) Owen Geotechnical, 1985, Supplemental geotechnical investigation, grading plan re- view Phase I grading, Kelly Ranch, Carlsbad, California: an independent con- sultant report dated July 19, 1985 (project no. 269.3.2). Pacific Soils Engineering, Inc., 1997, Supplemental geotechnical evaluation and grad- ing plan review, Kelley Ranch, Area 'E', City of Carlsbad, California: an inde- pendent consultant report dated April 15, 1997 (Work Order 400581 ) . Pacific Soils Engineering, Inc., 1990a, Supplemental geotechnical investigation, Vil- lages of Cote D'Azur, Areas E through L and O through R, City of Carlsbad, California: an independent consultant report dated September 13, 1990 (work order 4002908) . Pacific Soils Engineering, Inc., 1990b, Grading plan review, Villages of Cote D' Azur, Areas E through L and O through R, City of Carlsbad, California: an independ- ent consultant report dated March 23, 1990 (work order 400290) . Robertson, P. K., and Campanella, R. G.,1986, Guidelines for use, interpretation and application of the CPT and CPTU: Hogentogler and Company, Inc., Gaithers- burg, Maryland. Tan, S.S., and Kennedy, M. P., 1996, Geologic maps of the northwestern part of San Diego County, California: California Division of Mines and Geology, open file re- port 96-02 . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • Work Order 400607 October 17, 1997 REFERENCES cont. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of settlements in sands due to earth- quake shaking: ASCE Geotechnical Journal. United States Department of Agricultural, 1953, vertical black and white aerial photo- graphs (photo nos. AXN-8M-100 through -103), scale 1 :20;000. Weber, F. H. 1982, Recent slope failures, ancient landslides and related geology of the north-central coastal area, San Diego County, California: California Division of Mines and Geology, open file report 82-12LA, 73 p. Wesnousky, S. G., 1986, Earthquakes, Quaternary faults and seismic hazard in Califor- nia: Journal of Geophysical Research, vol. 9, no. 812, pp. 12,587-12-631 . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Work Order 400607 October 17, 1997 SUBSURFACE INVESTIGATION AND LABORATORY ANALYSES SUBS_URFACE INVESTIGATION In August of 1997 four (4) hollow stem auger borings and fourteen (14) bucket auger borings were excavated to depths ranging from twenty (20) to ninety (90) feet below ex- isting surface. Thirty-five (35) exploratory test pits were excavated with a backhoe in August of 1997 to depths of up to fourteen and one-half (14.5) feet below existing ground surface. In-place density testing was performed in test pits PSE-10 through PSE-14 and the results are presented in Table Ill. All borings and test pits were logged by representatives of this firm. Representative "undisturbed" and bulk samples were taken from the borings and re- turned to our laboratory for further analyses and testing as described below . LABORATORY TEST ANALYSES Moisture Density Determinations Moisture and density determinations were made by direct measurements on the undis- turbed samples to provide in-situ information on the various materials. The results of these tests are shown on the Logs of Borings (Plates A-1 through A-18). Hydrometer Analyses Hydrometer grain size analyses were performed on the minus No. 1 O sieve portion of the samples. These tests were used as an aid in soil classification. The results of these tests are shown on Table 11. Direct Shear Tests Direct shear tests were performed on samples which were remolded to 90 percent of the laboratory maximum density and on undisturbed specimens. Samples were tested after inundation and under confinement for 24 hours. Tests were made under various normal loads at a constant rate of strain of 0.05 inches per minute. Samples of sand- stone were sheared through one cycle and then residual strengths were determined. Samples of claystone were sheared through tnree cycles before determining the resid- ual strength. Shear test data is presented in Table II on Plate C-1 through C-13 . PACIFIC SOILS ENGINEERING, INC. • • • Work Order 400607 October 17, 1997 SUBSURFACE INVESTIGATION AND LABORATORY ANALYSES cont. Consolidation Tests Consolidation characteristics were determined for "undisturbed" samples which are • considered representative of subsurface materials encountered. Nine (9) samples were loaded from one-half to two tons per square foot (Tsf), at their natural moisture content. Samples were then inundated and allowed to soak under constraint load for a minimum of 24 hours. Next loading was doubled to between one and four Tsf. Lastly, the load was decreased to one-quarter Tsf in order to determine rebound characteristics . • Results of these tests are presented on Plates D-1 through D-9. Expansion Tests An expans.ion test was performed, on a sample obtained from boring PSE-12 at six (6) • through seven (7) feet, in accordance with the expansion index UBC Standard No. 18-2. Results are recorded on Table I IA. • • • • • PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • PACIFIC SOILS ENGINEERING, INC. EARTHWORK SPECIFICATIONS These specifications present generally accepted standards and minimum earthwork requirements . . for the development of the project. These specifications shall be· the project guidelines for earthwork except where specifically superceded in preliminary geology and soils reports, grading plan review reports or by prevailing grading codes or ordinances of the controlling agency . I. GENERAL II. A. The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications . B. C . D. E. The project Soil Engineer and Engineering Geologist or their representatives shall provide testing services, and geotechnical consultation during the duration of the project. All clearing, grubbing, stripping and site preparation for the project shall be accomplished by the Contractor to the satisfaction of the Soil Engineer. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. The Contractor shall have suitable and sufficient equipment in operation to handle the amount of fill being placed. When necessary, equipment will be shut down temporarily in order to permit proper compaction of fills. SITE PREPARATION A. Excessive v:egetation and all deleterious material shall be disposed of offsite as required by the Soil Engineer. Existing fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the Contractor may obtain the approval of the Soil Engineer and the controlling authorities for the project to dispose of the above described materials, or a portion thereof, in designated areas onsite . After removals as described above have been accomplished, earth materials deemed unsuitable in their natural, in-place condition, shall be removed as recommended by the Soil Engineer/Engineering Geologist. PACIFIC SOILS ENGINEERING, INC . I \ ' • •· • • • • • • • • • Earthwork Specifications Page 2 B. C. After the removals as delineated in Item II, A above, the exposed surfaces shall be disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The prepared ground surfaces shall then be brought to the specified moisture condition, mixed as required, and compacted and tested as specified. In areas where it is necessary to obtain the approval of the controlling agency, prior to placing fill, it will be the contractor's responsibility to notify the proper authorities. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks; wells, pipelines or others not located prior to grading are to be removed or treated in a manner prescribed by the Soil Engineer and/or the controlling agency for the project. ill. COMPACTED FILLS A. Any materials imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soil Engineer . Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soil Engineer. B. Rock or rock fragments less than eight inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets and the distribution of the rocks is approved by the Soil Engineer. C. Rocks greater than eight inches in the largest dimension shall be taken offsite, or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal . D. All fills, including onsite and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation . E. The fill materials shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform moisture condition and a uniform blend of materials . All compaction shall be achieved at optimum moisture content, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is necessary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction cannot be attained . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Earthwork Specifications Page 3 F. G. H . I . J. K. L . M. Where the moisture content of the fill material is below the limit specified by the Soil Engineer, water shall be added and the materials shall be blended until a uniform moisture content, within specified limits, is achieved. Where the moisture content of the fill material is above the limits specified by the Soil Engineer, the fill materials shall be aerated by discing, blading or other satisfactory methods until the moisture content is within the limits specified, Each fill layer shall be compacted to minimum project standards, in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer . In the absence of specific recommendations by the Soil Engineer to the contrary, the compaction standard shall be ASTM:D 1557-91. Where a slope receiving fill exceeds a ratio of five-horizontal to one-vertical, the fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material, in accordance with the recommendations and approval of the Soil Engineer. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency and/or with the recommendations of the Soil Engineer and Engineering Geologist. The contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of fill slopes, buttresses, and stabilization fills as directed by the Soil Engineer and/or the governing agency for the project. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the designated result. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil or unsuitable materials prior to placing fill. The cut portion should be made and evaluated by the Engineering Geologist prior to placement of fill above . Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces of these pads may require scarification and recompaction . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Earthwork Specifications Page 4 IV. CUT SLOPES· V . A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started. B . C. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the Engineering Geologist· and Soil Engineer shall investigate, analyze and make recommendations to treat these problems. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage . D. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies . E. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendation~ of the Soil Engineer or Engineering Geologist. GRADING CONTROL A. Fill placement shall be observed by the Soil Engineer and/or his representative during the progress of grading. B. C. Field density tests shall be made by the Soil Engineer or his representative to evaluate the compaction and moisture compliance of each layer of fill. Density tests shall be performed at intervals nqt to exceed two feet of fill height. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density determinations shall be taken in the compacted material below the disturbed surface at a depth determined by the Soil Engineer or his representative . Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed over an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and that lift approved by the Soil Engineer. Where the work is interrupted by heavy rains, fill operations shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified . PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • Earthwork Specifications Page 5 D. E. F. During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The Contractor shall take remedial measures to control surface water and to prevent erosion of graded area until such time as permanent drainage and erosion control measures have been ins~alled . Observation and testing by the Soil Engineer shall be· conducted during the filling and compacting operations in order that he will be able to state in his opinion all cut and filled areas are graded in accordance with the approved specifications. After completion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No further excavation or filling shall be undertaken without prior notification of the Soil Engineer and/or Engineering Geologist. IV. SLOPE PROTECTION All finished cut and fill slopes shall be planted and/or protected from erosion in accordance with the project specifications and/or as recommended by a landscape architect. PACIFIC SOILS ENGINEERING, INC. • • • • • • • • • • • CANYON SUBDRAIN DETAIL iYPE A -~------------------------------....------------:::t"' ----. . / ', PROPOSED COMPACTED FILL ,,,,' ,. . , ' , ' . (NATURAL GROUND ,,,, . ' , ' . , .,, ...... ---' , ~ ', r.COLLUVIUM AND ALLUVIUN (REMOVE) ,, ', ,, ' ,, A'tj~J _, L...;.--."\._ ,, ,,,.,,, .... .,,, ,... _.,,,, ~-........ __ ---------~ ...... ~, ----.:::..,.._BEDROCK S££ DETAIL ALTERNATE "A" (PLAT£ G-2) NOT£: FINAL 201 OF PIP£ AT OUTLET SHALL B£ NON-PERFORATED TYPE B ~-------~~-------~-~---~ TYPICAL BENCHING SEE DETAIL ALTERNATE "B"(PLATE G-2} NOT£:FINAL 2010FPJP£ AT OUTLET SHALL B£ NON-PERFORATED PLATE G-1 PACIFIC SOILS ENGINEER/NG, INC. W.O. ______ DAT£ ___ _ • • • • • • • • • • • CANYON SUBDRAIN ALTERNATE DETAILS A-I ALTERNATE I PIPE AND FILTER MATERIAL . 3 FILT£R MAT£RJAL:AIJN.'ll'OL.0FfFT. /LIN.FT. 6 IN.# ABS OR PVC PIPE OR APPROVED SlJBSTITUTE WITH AIIN. B PERF. ,J/4 IN.fl P£R LINEAL FOOT IN BOTTOM HALF OF PIPE. ASTA,/ D2751, SOR 3' OR AST_M 01527, SCH0.40 . ASTM 03034, SD'R JS OR ASTM 01785, SCHD.40 B-1 FOR CONTINUOUS RUN IN £XC£SS OF500 F££T USE 8 IN. e PIP£ 6 IN. MIN."" OVERLAP ~ A-2 ALTERNATE 2 FILTER MATERIAL WRAPPED IN FABRIC /IN.MAX. GRAVEL WRAPPED IN FILTER FABRIC MIRAFI /ifO FILT£R FABRIC OR APPROVED £OU I VAL £NT {TYPICAL} PROPOSED· FINISHED GRAD£ DETAIL OF CANYON SUBDRAIN TERMINAL FOR ALTERNATES A2 AND B2' A-3 ,. I NON-PCRF. f>CRF. 6 IN. 6IN.~MJN (/A,1/N.PIPE ALTERNATE 3 PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL FILTER MATERIAL 9 FT.~FT. FILTER MATERIAL P£RC£NT PASSING 100 /6 /N.IJIN. rl-\ OVERLAP ' r,'6 IN.MIN. \I OVERLAP Sl£V£ SIZ£ I IN. 3/4 IN. 3/B IN. NO.-, NO.B NO.JO NO.~O ,0-100 ..0-100 2~-.. 0 18•33 PLAT£ G-2 PACIFIC SOILS ENG/NEE.RI.NG INC. NO. 200 ,.,, 0-'? 0-3 ·w.o. ____ DAT£ __ _ • Alternafive No. 2 • • • • • • • Typical 2 ft. X 2 ft. grov•I fi ll•d tnnch with 6 in. d iamf!t~r ABS or PVC pip• or approv~ sub1titut•. Providf! min- imum 8 (JNforations (//4" dia. J p•r lin•at loot in bottom half of pi~. Pip, Is to •xt•nd full t•ngth of buttr•ss or stabilization fill with a min. 4 % gradif!nt to ourtf!t pipH. • • • Afternotlvt No. 1 -----:-1:= ,;11-as r•quirfdby soil •ng. or gtt1logisf( .3' min.I 2' "'"'· ,., dtpth ==1 ~ ,s· ""'"· llty width NOTES: I. ABS-ASTM O 2751, SOR 35 or ASTM D 1527 Sch•d. 40 . PVC•ASTM 03034, SOR3!J or ASTM 0178!$ Sch•d.4O 2. Outl1t1 to H provld•d •V.HY.. 100 It. ond join,d to p1rf. bockdroln pip, by Lor Ts. Min. 2% 1rodl1nt. 3. Grav,/ trMCh to,,. filltd with v•" p,o gravf!I or appro.,.d •tb1tltut,. 4 . .,,,, n«:nslty for U/JfJ•r stag,s of bockdroins shall bf! d•t•r- mintd In th, ll1td by ,,,, 10ll ,nglnHr or 91;,logist. Up"'r 1to9, oun,ts 1hou_ld b• ,mptl,d onto pavH t,rrac• tJrai,,. :-,..,.. backcut ,,.nch•d at contact s• non-pf!rforat•d r,i Pf to·bf! r,lac•d at lot lin•s or as d•signot•d by thf! soil f!ngiM~r . or (Jf0IOJJISt [ 3' min. · •,y depth STABILIZATION/BUTTRESS FILL DETAIL-- e.J..A...L~~ PACIFIC SOILS ENGINEERING, INC. w.a ____ OATE __ _ • • • • • • • • • • • Cut Lot --- ...,__ ___ ___:=-Overexcovote ond Recompoct Unweothered Bedrock Cu1-Fill Lot (Transition) Compacted Fill .,,,.. .,,,.. -----.,,,.,,,. .,,,,,. .,,,.. • '!,)~' .,,,,. --~ r 0\\u-4v. ~~ot'f.....-r/..___,,..~...,..... -e,:,0\\, v ~ ~e;;"'.,,,,. ,f..,/1'\.'V ~~ ·~e,~e._., __ ......., .... ~e,~.,,,,.--. Unweothered Bedrock 3' min.• • deeper overexcovotion may be required by the soils ~ngineer in steep cut-fill transition areas PACIFIC SOILS ENGINEERING, INC. w.a _____ DAT£._ --- PLATE G-4 Provide a I: I ·minimum projection from design toe of slope to toe of key,-------- Natura slope to be res tared with compacted fill..---.... ,----- • •• • NOTE: I) Y"here noturol slope orodient is 5 :r or less, 5ee Plote G-6. Where the notur.ol slope opprooche1 or ~ceeds the delign slope rotio, 1peclol recommendotion, will be provided by the soil enofneer. 21 The ·need for ond disposi1ion of drpins will be determined by the ,oil enoineer bMed upon expo1ed. conditions. Proposed grade ~ ~ vories -SIDE HILL FILL DETAI.L- Noturot Slopes 5:1 or Steeper PLATE G-5 PACIFIC SOI.LS ENGINEERING, INC. wo. ____ o~E _____ _ • • I • • z --• • • • ·• --Detail for Fill Slope Toeing Out on Flot Alluvioted Canyon -- rioinol 9round surface to be restored with compOcted fill. \~ °'\/ '~l (:', -~ ~7 \U: ,~ ~~ '/ // / / Compacted fill Or~lnol QrO(Jftd surface ---. ------__ _z ____ Anticipated olluvlol remov.ol depth per soil en9ineer. --" ~ / 8ockcut varies. For deep ~ Provide o 1:1 min. protection I from toe of 11 • 01 thown on orodl pion to the removals, boekcut shoutd be ~ // reco,m,1nded remM depth. Slope htiQgr. site conditions, on~or tocot conditions mode no steeper thon 1:1 or os 1 / could dlctofe flofter projections. f<Y sofety considerations. · 1 _____ _, ____ ___ f 11~~1\¥'ff111l-== I \l!film\l.l,t.qJ_~ \Q 1Tr-:::-.11f,::. Ill-iTi'~lll.~il• Elate G-6 PACIFIC SOILS ENGINEERING, INC. W.0.----DATE---- • • • • • • .,,,. H • • • • • NOT£: Selective Grading.Detail for Stabilization Fill Unstable Material Exposed in Portion of Cut Slope ,,,,,,,,., ,,,,,,,,. ,,,,,,,,._,.,,,. _,,,,,,,,,,. ,,,,,,,,..,,.,. .,,.,..,,.,. Finished Ground Unweothered Bedrock or approved material I. Subdroins ore not required unless specified. 2. "w" shall be equipment width (15 1 ) for slope heights less than 25 feet. For slopes greater than 25feet "w"sho/1 be determined by the project soils engineer/_geologist. At no time shall "w" be less than H/2 . PLATE G-7 PACIFIC SOILS ENGINEERING, INC. W.~------DATE __ _ • I \ \ \ \ \ \ • • • \ \ \ \ \ \· \ \ \ . •· . . . . . . . . . ---REMO.VAL ADJACENT TO EXISTING FILL-- ADJOINING CANYON FILL ----7=P,::::;::::,:--- C.Ompocted fill limits line :} J '7--T.:p. ,::,,,,,,.d fill for drainag• only , _ L. J• Oaf --------Oaf~ (exisfin ' 1 g compacted fill}'~ 1 ' / 0 ' / al (fo ber• ,, ,movod} ~ ~~-W''lf~' ~ ~~-.:,,,~1~1!1tr-11~,.:::.,JJft1-::l,~f.l~"'\'rl-&''ii~~J'ru'.~%,i,~1-~f.\'1 , ',/,_fl -';':. '3'"-" I -"' -,, ~BEDROCK_/~ •before placing additional compacted fill ==-=,-CROSS-SECTION 8-8' (Typ. up-canyon} Not to scale LEGEND Oaf Artificia'f fill Oaf Affuvium PLATEG-9 PACIFIC SOILS ENGINEERING, INC. W. 0. ______ DAT£ __ _ • • • • • • • • • • • ROCK DISPOSAL DErAIL FINISH GRAD£ .CLEAR AREA f"OR FOUNDATIONS, UTILITIES AND SWIMMING. POOLS. 1 JO' or as described by report <a ~ ~ g3_l 4' t ~ FINISH SLOPE FACE j ~ . WINDROW . ·<t-15• {TYPICAL) "-._ NOT£: IF NECESSARY, ovtRSIZ£D MATERIAL SHOULD 8£ REMOVED FROM THE 15 FOOT ZONE WITH SPECIAL EOUIPM£NT1SUCH AS A ROCt< RAt<E,PRIOR TO PLACING TH£ NEXT FILL LIFT . "' TYPICAL WINDROW DETAIL (END VIEW) . HORIZONTALLY PLACED~ GRANULAR SOIL FLOODED\ COMPACTED FILL TOF/LL VO/OS (';t ~ IJJ EI\I ===·m:. ····o ;.;\fil s, ill '=°Ill Ull=lll:= W"°!IJ.'= lJJ "'ilJ"'IJ\E:·'e}.j\.: ·-~· \~Ill::.\!!~ l.!J==- 111 = 111 =Ill• ···-ill= w-~ -.1JJ-rn-w-111 -rn-m-ur.: ~; 111==1\1::::.111 =m = ,11s·.-:.. ... :<-rn = 111 = nL .. .-m== m = m= m= m_m=nt::= . ..·111= rn== 111= Ill== I ll.::111:::::'l r~1i§'11I == Ill EE Ill =Ill =,111::-lll=JJ1:: 111= 111:::-llt::I I\ 1E;'i1~·i11:=m=' II= Ill · -IS {MIN.) ., ~ · NOTE: COMPACTED FILL SHALL 8£ BROUGHT UP AT A HIGHER ELEVATION ALONG WINDROW SO GRANULAR SOIL CAN BE FLOODED IN A "TRENCH CONDITION" • PROFILE VIEW PLATE G-10 PACIFIC SOILS ENGINEER/NG, INC. W.O. _____ DATE __ _ • • • ·H Cut slope* • • • Cut/Fill Contact !)Shown on 'Grading Ran' 2JShown on tis Bu/It' l---1.5 'min ~ ... -~-~, min. /my dt,pfh 2 X 3 Bedrock or opprovt!d foondat/a, material Maintain mln.15 'fl/I section from bockcur to face of finish slope width may vary Compacted fill .:k The cut portion of the slope should be · excavated and evaluated by the Engineering Geologist/Soils Engineer 'prior to consrructlng the fllf portion. F1LL OVE:R CUT DETAIL PLAT£ G-lf PACIFIC SOILS ENGINEERING, INC. W.O. _______ DATE ____ _ • • • • • • • • • • • ,· ..... : . NOTE SETTLEMENT PLATE DETAIL z·x 2'x 1/4" $TEEL PLAT£ STANOAR() V4"PIPE NIPPLE, WELDED TOP AND UNDE{!SIDE OF PLATE . u,------r----3/4 ". X 5' LONG GALVANIZED PIP£, STANDARD PIP£ THREADS . TOP AND BOTTOM. EXTENSIONS THREADED 80TH ENOS AND ADOED IN 5' INCREMENTS. 3 ", SCHEDULE 110 PVC, ADD IN 5 'INCREMENTS WITH GLUE JOINTS . MAINTAIN 5'CLEARANC£ OF HEAVY EQUIPMENT. HANO COMPACT Ill 2' VERTICAL INCREMENTS OR ALTERNATIVE SUITABLE TO AND ACCEPTED BY SOILS ENGINEER. 'AND COMPACT INITIAL 5 1 (VERTICAL) WITHIN 10 1 HORIZONTAL. _.,,,'PLACE AND HAND COMPACT INITIAL 2' OF FILL PRIOR TO ;;"" ESTABLISHING INITIAL READING. ' ' BOTTOM OF CL.EANOUT PROVIDE A MIN. t'rHICKNESS OF SAND/GRAVEL BEDDING. I) LOCATIONS OF SETTLEMENT PLATES SHALL BE CLEARLY MARKED AND READILY VISIBLE (RED FLAGGED) TO EQUIPMENT OPERATORS . 2) CONTRACTOR SHALL MAINTAIN I01HORIZONTAL CLEARANCE FOR HEAVY EQUIPMENT WITHIN 5' (VERTICAL) OF Pt.ATE BASE. FILL WITHIN CLEARANCE AREA SHALL BE HAND COMPACTED TO PROJECT SP£CIFICATIONS OR. COMPACTED BY ALTERNATIVE APPROVED SOILS ENGINEER. 3) AFTER 5' (VERTICAL) OF FILL IS IN PLACE, CONTRACTOR SHALL MAINTAIN 5' HORIZONTAL £(J(JIPM£NT CLEARANCE. FILL IN CLEARANCE AREA SHALL BE HAND COMPACTED (OR APPROVED ALTERNATIVE) IN VERTICAL INCREMENTS NOT TO EXCEED 2 FEET . I •J IN THE £VENT OF DAMAGE TO SETTLEMENT PLAT£ OR CXTCNSIO,N RESULTING FROM EQUIPMENT OPERATING WITHIN PRESCRIBED CLEARANCE AREA, CONTRACTOR SHALL IMMEDIATELY NOTIFY SOILS ENGINEER AND $HALL 8£ RESPONSIBLE FOR RESTORING THE SETTLEMENT PLA T_ES TO WORKING ORDER . PLATE G-12 PACIFIC SOILS ENGINEERING,INC. WO. ______ DAT£ ___ _ f: . . ~. '.," ·:f;., ,· ·'., ", .. '""' ~ . ·' .•:· ... ' ; ,, .... ' :: .,, .A1 2.7 AC LEGEND ,:, r , . SU8BASIN NAME , DRAINAGE AREA Q (In cfs) . (FOR 100 YEAR) ............ ~,.-SUEJBASl/f LIMITS . PROJECT BOUNDARY - ., } .. .. ~ .· , . ..., · .. •• •' > ;. ' ' , ' ,· .-· }'.. , '· r ~ -~ • , • ... · . -~' ~'," ·· .. ·-· ·-c, ' ' ,.:. · .. ' ,. ..... ' 1 '.· f· , . , . . __ ,/, ·. ,. ·_''f •. , ·-r. .. ., .. ~ - t'· .,. ,, • I _-;. ~-'. . ·' -. ' I j ' , ~ ·. ' ,. • .. · ' '' .,_ .· ., ·. _. .. , '·, . . . ' ,F~TURE PAVED AREA. ' , ·i \. I / < ..... ·. ,, <~>> I I J { ' , I -i ! ·' ' / ,-: . ..::··~.:...:./ --. ,'(,') ·, I .\.--:·----. ,·' ·:\ .,,.···,,,,".) ' ,· '.,·_ ._..·· ~· ,~ , KELLY RANCH VILLA GE 'F' POSTDEVELOPMENT EXHIBIT 'A, DRAINAGE MAP f l t • ', . -; ·,· ' '· . V • . ' ,r".- ,( .. ~ ,• . .., . .,_ :..· -... -!' Project Design Consultants ,, / ' '•'"- · . • , ' 1· .~, I '\ ' ,, ,•-' }\'; ,, , ' ' ""···· ~ ,,._ -, :·1?,;~ SOUTHWEST_. 340 SDO 260 220 180 140 180 ' PROPOSED GRADE EXISTING TOPOGRAPHY PSE-8 I PSE,0 7 _.-------------~--------+-----------------i=~:::::z~~-;~~:=~~====--==--=:=~;;:;~:::::=--:a,__~L~O~T]15~6~-•-.::: "FF" STREET --~ -----~ "HH" STREET / _______ _ -1/ :LOT 174 ------------ Tsa WEST " -· ---- f ••• 1110 -----..,......,,,,.- 'rD•4D' STABILIZATION FILLS KEY DIM: 11x2x3 Tsa TPSE-20 -------17· -- . "LOT 124 . OT 125 ----- •• STABILIZATION FILL KEY DIM: 18x2x3 . - NORTHEAST ) FE, ••• •oo BUTTRESS FILL . _ KEY DIM: 20x5xl TPSE-I PRIVATE DRIVEWAY • PSr:s __ _..,-::/';;;--t:~==------J ----:;,---,::,,.---~---=-==~=~::;:::-::::1:!::]!J"~:-:-=-::.=--:::;D•S' ........ · TREET Tsa 210 ·ee· STREET LOT 113 LOT 112 -----------,---· ----= .... -.::-- --------1----· -------'t-i-----::.. -. ----.:::----~ -------' ,.___ -- ~----TD=55' -·-'l--- Tsa PSE-14 G-1, I ~·. :-:"·. : ·:;;. -·.:.-·:.::,, ... TP-6 I TD=I' EAST ,I ... 180 STABILlt,.TION FILL . KEY DIM: 35x3x4 220 180 140 180 EXISTIN TOPOGRAPHY D=H' Tsa 140 100 •o .. PROPOSED GRADE B-10 RW-2 CPT-1 CANNON ROAD - ! ! -= B-15 I T-1 TP-11 8'26 --;;;,-- -----+ -+---.!,_OT 162 1--______ -----=--.__7 _ _,,,, ----,--------'-"; ---, < Qal _;, -___ --STABILIZATION FILL _ !!:EY DIM: 3Sx$xa PSE-11 ~---'-----~-----------.,. -----------------~£.. -------------'t0=11' Qal TD'=,J1.7V_,.. ---------· ··--·· ----_._------,--?--. TD=-15' TD=t•• ,----· .-TD=13.S' -~---_.----,.D,;:1S' i'D=1'' . ' --. ...,.,,.. .. _;.-------------- Qal Tsa _ Tsa Ross~sECTION. F -F • NORTHWEST G ... 180 ... •• PROPOSED GRADE ,. B-12 I EXISTING TOPOGRAPHY ,/ /'· ,/ / B-11 /. •0 I __ -7'.:-;,--01s? ,// L---------~~==~~~-~:EA~~~N-;O~N~;R;:~A~D~~~;?2~-;;;;;;~=, -~~---~~/~,· Tsa • Qal TD=33' Tsa ·--Y-TD=IS_~: ' 11 CROSS-SECTION G-G I I - SCALE: 1"=40' H&V I 'I I ' " Tsa Tsa "" ..... ... ... ------ T =71i' . ,:. I ' ·soUTHEAST -. _____ _J._ G' ----"----------r•oo 100 120 •• ' •• • 140 100 •• •• ' PLATE B PACIFIC son.s ENGINEERING, INC, T7 lj CONVOY COURT SANDlEOO.CA 92111 (619) 5fi0.L71J :w.O.: 400807 DATE, 10/17 /97 '· " -I if i ! I r I I ' ., ! , ' ' I ' ' ' , I ;- I ', , / / i ' / \ ' ( ' \ ' \ \ \ \ ' ' ' \ \ \ ' ' ' \ \ \ \ ' ' \ ' ' ' ' ' ' \ ' "/ \ \ ', 7-~ ' " \' :'" ' ! ,, KEY i l \ ' ' \ \ \ ' ' ' ' ' ,, ' \ ' ! ! I ! ! \ '-. \ \ ' ' ' ' ' ' ' ' ' \ ' ' \ \ \, \' ' \ ' ' ' \ \ fl''/ ;/( X 2J5.8, \ ' ', / \ \ ..__,. 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