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HomeMy WebLinkAboutGeotechnical Investigation (2 H)GEOTECHNICAL INVESTIGATION Tentative Tracts 25321 Through 25324 and 25464 Winchester Hills Residential Development Temecula, California ~I_Cl~~; rll u ~~ I I ~~ APF2 1 7 200D U \ Converse Consultants Inland Empire Consulting Engineers and Geologists 630 Eas[ Brier Dnve. S~re ~00 ~ San 8ernartlmo. Caldpmia 92C08 Teleohone 7 t a i889-800~ FAX 77~ 889~d830 ~ GEOTECHNICAL INVESTIGATION Tentative Tracts 25321 Through 25324 and 25464 Winchester Hilis Residential Development Temecula, California PREPARED FOR Mesa Homes 28765 Single Oak Drive Suite 100 Temecula, California 92390 CCIE Project No. 89-81-173-01 October 8, 1990 z -'N^o . Jn°aa 5..., ' . . .• Converse Consultants Inland Empire Consulting Engineers and Geologists 530 Eas; Brier Dnve. Suite t00 San fier~artlmo. Caldomia 92i09 Te!eorcne 71a ~889~BOOQ F~x ?' = 889~4830 October 8, 1990 ~-~) `/ Mesa Homes 28765 Single Oak Drive Suite 100 Rancho California, California 92390 Attention: Mr. Csaba F. Ko Subject: GEOTECHNICAL INVESTIGATION Tentative Tracts 25321 through 25324 and 25464 Winchester Hills Residentiai Development Temecula, California CCIE Project No. 89-81-173-01 Gentlemen: Enclosed are the findings of our geotechnicai investigation performed for the Winchester Hiils Residential Development in Temecula, California. The purpose of this report is to provide geotechnical recommendations for tract development. Materials encountered in the exploratory excavations generally consisted of alluvial soils and soft sedimentary bedrock of the Pauba Formation. The Pauba bedrock consists primarily of fine to medium-grained sandstone with local interbeds of clayey siltstone. Groundwater was not encountered in trenches or borings to the maximum explored depth of 50 feet. We previously investigated a portion of this site for liquefaction potential in our report dated September 9, 1988. The results of that analysis indicated that there is a possibility of liquefaction of floodplain alluvial soils along Santa Gertrudis Creek Channel. Preliminary grading pians indicate that a minimum of 25 feet of fill wili be placed in this area. These fill soils wiil effectively mitigate the potential for foundation distress by liquefaction if the site is developed as recommended. 3 = .~~~ > . .. -P~, s..~~s ~~:.~„ ,~~ Mesa Homes CCIE Project No. 89-81-173-01 October 8, 1990 Page 2 Results of our investigation indicate that the site is suitable for the proposed residential development, provided that the recommendations contained herein are incorporated into final development plans. Site development can be achieved by conventional mass grading. Anticipated depths of overexcavation in proposed fili areas are indicated on the enclosed maps and discussed in the appropriate sections of this report. Several shallow landslides were located on the northeast portion of the site. These can be mitigated by overexcavation and recompaction as indicated in text. Con- ventional 2:1 (horizontal to vertical) cut and fill slopes are proposed, with structure setbacks as recommended herein. Spread footings may be used to support the proposed residential structures. We appreciate this opportunity to be of service. If you have any questions, please feel free to contact our office. Very truly yours, CONVERSE CONSULTANTS INLAND EMPIRE ~~C . Steven C. Helfrich, Branch Manager QSEH/GFR/SCH:wpd Dist: 12/Addressee 1/Dr. Roy J. Shlemon 1/Robert Bein, William Frost & Associates Attention: Mr. Mike Tylman ~ Converse Consultants Inland Empire PROFESSIONAL REGISTRATION CCIE Project No. 89-81-173-01 August 30, 1990 This report has been prepared by the staff of Converse Consultants Inland Empire under the professional direction of tha Principal Engineering Geotogists and Principal Engineers whose seals and signatures appear hereon. The findings, recommendations, specifications or professionai opinions are presented, within the limits prescribed by the client, after being prepared in accordance with generaily accepted professionai engineering geologic and soils engineering practice in this area, at this time. There is no other warranty either express or implied. ,~ ~~ Quazi S.E. Hashmi, Ph.D. Steven C. Helfr Senior Staff Engineer Principal Engir} ' ~ .1 -y Z~ ~ ~ W No. GE000389 rr''',., ~ ExD.l?~`L ~ * *J r`~TFCfiN~~P~ ~P ~ ~rF oF cF:~~F°~ -l - G g F. onca, CEG 1191 Principal B gineering Geologist / ~ Converse Consullants InlanE Empire , TABLE OF CONTENTS 1.0 INTRODUCTION .................................. 2.0 PROJECT DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ; 2.1 Existing Site Conditions . . . . . . . . . . . . . . . . . . . . . . . . . 2.2 Proposed Development . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0 SCOPE OF INVESTIGATION 3.1 Site Reconnaissance . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.2 Field Expioration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.3 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . 3.4 Related Geotechnicat Reports . . . . . . . . . . . . . . . . . . . . . 4.0 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.1 Regional Geologic Framework . . . . . . . . . . . . . . . . . . . . . 4.2 Site Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.2.1 Pauba Formation (Map Symbol Qp) . . . . . . . . . . . . . 4.2.2 Ancient Landslide (Map Symbol Qls) . . . . . . . . . . . . 4.2.3 Older Alluvium (Map Symbol Qoal) . . . . . . . . . . . . . . 4.2.4 Younger Alluvium (Map Symbol Qai) . . . . . . . . . . . . 4.2.5 Colluvium (Map Symbol Qcol) . . . . . . . . . . . . . . . . . 4.2.6 Artificiai Fiil (Map Symbol Af) . . . . . . . . . . . . . . . . . 4.3 Faulting ................................... 4.3.1 Regional . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.3.2 Site Faulting . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.4 Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.5 Groundwater . . . .. . .. . . .. . . .... . .. . .. . . . . . . . 4.6 Subsurface Variations . . . . . . . . . . . . . . . . . . . . . . . . . . 5.0 CON CLUSIONS AND TRACT DEVEIOPMENT CONSIDERATIONS .. Page 1 3 3 3 4 4 4 4 5 6 6 6 8 8 9 9 9 9 10 10 10 14 15 17 18 89-81-173-01 (P Converse ConsuHantslnland Empire TABLE OF CONTENTS (continued) Page 6.0 EARTHWORK/SITE GRADING RECOMMENDATIONS . . . . . . . . . . 1g 6.1 General .................................... 19 6.2 Liquefaction Potential . . . . . . . . . 19 . . . . . . . . . . . . . . . . . 6.3 Removals/Overexcavation . . . . . . 2p . . . . . . . . . . . . . . . . . . 6.4 Excavatability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ZZ 6.5 Subdrains .........................:........ 22 6.6 Expansion Potential . . . . . . . . . . . . 22 . . . . . . . . . . . . . . . . 6.7 Transition Lots . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 6.8 Permanent Cut Siopes . . . . . . . . . . . . . . . . 23 . . . . . . . . . . 6.9 Permanent Fill Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . 24 6.10 Fill-Over-Cut Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 6.11 Stabilization Fills . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 6.12 Oversize Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 6.13 Temporary Sloped Excavations . . 26 . . . . . . . . . . . . . . . . . . 6.14 Utility Trench Backfill . . . . . . . . . . . . . . 27 . . . . . . . . . . . ... 6.15 Shrinkage and Subsidence . . . . . . . 28 . . . . . . . . . . . . . . . . 6.16 Site Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 6.17 Slope Protection and Maintenance . . . . . . . . 2g . . . . . . . . . . 6.18 Asphalt Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 7.0 STRU CTURAL DESIGN RECOMMENDATIONS . . . . . . . . . . . . . . . 31 7.1 Residential Foundation Design Criteria . . . . . . . . . . . . . . . . 31 7.2 Retaining Waiis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 7.3 Slabs-on-Grade ................... ........... 32 7.4 Appurtenant Facilities . . . . . . . . . . . . . . . . . . . . . . . . . . 33 7.5 Soil Corrosivity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33 89-81-173-01 ~ Converse Consullants Inland Empire TABLE OFCONTENTS (continued) 8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION . . . . . . . . . . 35 ' 9.0 CLOSURE ....................................... 36 ! REFERENCES - APPENDIX A - FIELD EXPLORATION APPENDIX B- LABORATORY TEST PROGRAM APPENDIX C - STABILITY ANALYSES APPENDIX D- RECOMMENDED EARTHWORK SPECIFICATIONS APPENDIX E- DRAWINGS 1 through 5 GEOLOGIC MAPS DRAWINGS 6 and 7 GEOLOGIC-CROSS SECTIONS DRAWINGS 8 and 9 FAULT TRENCH LOGS 89-81-173-01 f~ Canve~se Consullants Inland Empi~e 1.0 INTRODUCTION This report presents the findings and conclusions of our geotechnical investigation for ~ the Winchester Hills residential development in Temecula, California. The purpose of this investigation was to evaluate the potential for onsite faulting, subsurface ~ conditions and pertinent engineering properties of the earth materials, and to provide recommendations regarding general site grading, siope stability and preliminary ~ foundation design. The irregularly shaped, approximately 568-acre site, is located west of Winchester Road (Highway 79). The site is bounded on the south by I-15 and new commercial developments and on the east by Santa Gertrudis Creek. Rough grading of a residential development was ongoing north of the site at the time of our field investigation. The "Site Location Map", Figure 1, shows the site with respect to nearby streets and topographic features. Pertinent geotechnical data and exploratory excavatio~ locations are shown on the "Geologic Maps", Drawings 1 through 5 (pocketl. ~ Converse Consultants Inland Empire f ~ ,~~-iis, e ~CE ,~. )/ ~n ~ i :.: . _ ; 7- ~~ .C~~ ~~.e ER' ~~ ~J , ~ J~ ~ ' ! '~ ~J \; ~ ~ EB57 ~~`~~/~...aaa~ `/ / I 1~ ~ i/]i~ ..~:'. ~_`~ -~ ~m-u l/, ~ > L , ~ ~ a . ~ uoo ~ ..+ya"3ryP~arker /iiw~ e~ ~ ot Qr ~+ .°Oe~~ ~ . ~ O n , J~o:f~'"'." o ~lil ~ % I ~.'~,T~," ~, ' ; ~e~~ ~~'~1 -~J c?~ ~< t , ,~`c~i ~ ~r ~ , c „ i oo = ~~ ~~~ . , . ~ + . 1~ ~ / ~.1 ~ ~ . !'l /' J ~ ~'d -'~"~ . CI! \ ~ ~~ 'A. ,, / .. / ~~ ~ _ ~ , .,. 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(~ ~ , ~ /~ ~ • ~~~5 ~ ~.. }~ ~ . , ~k\ ° + ~ h ~ • y o~/~ ,. / ~•io~s ~1 , :~ ~ ) l J ~~ f if ~ C-~:..~3 ~ 5t ,~ g'~°'-y__ :. }~ (Jj /r {3~ ,~j~ ~.. p,s;~ ,,^'~ ~~ i j ~'`: ~ ~ V : . j~~~ > (lrol~ :.~ ~N IG7~ ~~ ~~ ~.~ :./:,~c~ / i~` ~ __x _ ~ ,., ;/ ~Jr s '- ~ ~ ~~., .~:, ~_ L ', ~ . ,,~.,~ ~•o~ ~ ; ~,.,~;i: ~ f ~ ,, _ ~, e -~ - _ =_ : ' ~~/ ' -.~ ~ L.~ , ` % ~ : W<~~ ~d~ w~, _/c ~ I ~i C . : ; :: /:.; ~ y~ ` - ' , ° .,~ ' , A ,.' i ' ?. ~ ~ ~. J~' ~ `~~~`'-_~:.~'• ~ _s_ ~-,,.~~" ~ ° ~ ;oa ~~~ - ~ ; ~ -. o ./' Luoo ~ r~ ' ~i .v' ~~ ~"L~'~~ - /r, l ~~ , e~/' , ~k~ ~ ~ ~ t - ~ ` .~':. ~-~. ~ (.~ _ ~u ~.a ~- ~_~ 1P S. Z ..~s. o/ ^ r'~ :~' / r ~~`,~ Y s=. '_I ~ ^ Y ~ ,! • ~ V~ t~ b'Y, Ruervoir C .. ~..e a.~ .. ~~_-_ ~: '•.er ) '-- ~! ~ ` noo ~ a.' .~ .i. : . .;.~+• I ~~ ~ ;^~' ~ ~~ . ~ lE• ~+~, r • ". 1 - "'~ ~. -J~ c: .. , .~a ~y.,.`j'• 11'~ ~ ~~~o. Reurvov~,N ~ ~ ~ ~I~ ~ "i=~~P' G . ~ ~ ~ ~ ~, .~.~ . + ~-~ ( r' /~~- ', ~ 2 . .: o . .,rl i =-~. , ~ ( ; ~\.-~.~" .~ ~ ~~'~'~. _ j~ lf~..,,~ Y .• _~`i-. //// ~ ,~-~ 1 ~ ,~ 1 - ~~ ff'•., ~ ` ~ ~ ~?~ . ~ ~ `'^ ~l 7 ~ r ! 029 •. ~. ~ •, ~~/ ~~ ' `~'~ ,~`=~, ~ .., -~D ~ ~ ~3 ~ ~ - r ~ r ~"' y' ~ ~ ~ <~ ~~~. , ~A _ . ~ ; ~ q s~ J ~ o =_~ ~ `.~~. _ ,~.. Z~...~ ~~ ~~o,lZ-.~.+~~~'•.. ' •••....:....•'....,.... /~~ _ r : . •~ `.` o , ,, ~, Alqulst-Prlolo spwlal ~tudls~ xone, .~~-£-~ ~.b .~~'~' ~s~~i~- Wlldomar brsneb o} Eldnors Peuft~ ~'"~ ~,~(~ -~~_ ~ o~~ I ~-~~ n 0 1000 2000 4000 REFERENCE: COMQ, Alqulat-Priolo Speciel 8ludlee Zone, 3CALE IN FEET Murtiete Quedranple, 1880 SITE LOCATION MAP WINCHESTER HILLS RESIDENTIAL DEVELOPMENT vroieuNo Temecula, California $9-81-173-01 for:_Mesa Homes F~9u'e r+o ~ Converse Consultants Inland Empire ~ \~ ' 2.0 PROJECT DESCRIPTION 2.1 Existina Site Conditions In general, the subject property is in an undeveloped state. Topographicaily, the site consists of low rolling hills with southwest-trending drainages. Maximum relief is about 100 feet. Site vegetation consists of native weeds, shrubs, and grasses. Several unimproved roads and trails transverse the site. 2.2 Prooosed Develooment The proposed Winchester Hills development is a master planned community development. Development will consist of the construction of commercial, singie-occupancy residential, and muiti-occupancy residential structures. The majority of the site will be developed for single family residential structures. Based on the rough grading plans, (RBF and Associates, dated October 31, 1989, 1" = 100'), site ~ grading will consist of cuts, removals and fil~ operations to prepare building pad areas. Exclusive of any potential overexcavations, maximum cuts and filis to approximately 65 feet and 40 feet, respectively, are anticipated. Maximum heights of proposed fiil and cut slopes is approximately 40 feet. For this report, it is assumed that the residential structures wiil consist of one to two-story wood frame single family homes with concrete slabs-on-grade. Informaiion was not available at the time of this report regarding the type of commercial development proposed at the site. 89-81-173-01 g ~\ Converse Consultants Inland Empire 3.0 SCOPE OF INVESTIGATION 3.1 Site Reconnaissance A Converse Consultants Inland Empire (CCIE) geologist performed a site reconnaissance of the property for mapping of geologic units and pertinent surficial features. Aerial photographs of the site vicinity were examined stereoscopically to assist the geologic reconnaissance in identifying possible fauit-related lineaments, and to plan the siting of fauit-exploration trenches. 3.2 Field Exoloration Nine exploratory borings and 25 test pits were excavated on the site. Borings were advanced using bucket-auger and hollow-stem auger drilling equipment; test pits were excavated using a rubber-tired backhoe. All excavations were logged by our field personnel who carefully described the materials encountered. Borings BH-1, BH- 2 and BH-3 were entered by a CCIE geologist who observed and documented the exposed materials. Five fault trenches were excavated across the traces of photolineaments identified during an aerial photograph analysis by Kennedy (1977) and independently by CCIE. The fault trenches ranged from 4 to 7 feet in depth and were approximately 90 to 210 feet in length. The fauit trenches were examined and logged in detail by a CCIE geologist. Fault trench graphic logs are attached as Drawings 8 and 9(Appendix E). Approximate locations of the subsurface explorations are shown on Drawing 1. Relatively undisturbed and bulk samples of representative materials encountered were obtained from the borings and trenches. A description of the field exploration and sampling program is presented in Appendix A, Field Exploration Program. 3.3 Laboratorv Testin Samples were tested in the laboratory to aid in cfassification and to determine certain engineering properties of the site soils and bedrock. These tests included: dry unit 89-81-173-01 4 Converse Consultanis Inland Empire `y weight and moisture content, maximum density and optimum moisture; direct shear strength; consolidation; soil corrosivity; expansion index; and R-value. A description of the laboratory test methods and test resuits are p~esented in Appendix B, "Laboratory Test Program". Moisture and densiry data are presented on the "Boring Summary Sheets" in Appendix A. 3.4 Related Geotechnical Reoorts In addition to pertinent published geologic literature, unpublished geotechnicai reports were also reviewed. Areas in the vicinity of Santa Gertrudis Creek Channel were investigated for liquefaction potential by CCIE. Results of our findings were presented in a report dated September 9, 1988. Prior to this investigation, Irvine Consulting Group (ICG) performed a preliminary geotechnicai investigation of this site. Their findings were presented in a report dated October 6, 1989. Other pertinent publications reviewed for this report are included in the list of references. 89-81-173-01 5 \~ Canverse Consullants Inland Empi~e 4.0 SITE CONDITIONS This section summarizes the physical and geologic conditions percinent to the design of the project. Information presented in this section and on the attached drawings was based upon field observations, subsurface expioration, fauit trenching, examination of aerial photographs, and review of published geologic maps and reports. The field work was supervised by a Certified Engineering Geologist and a Registered Geotechnical Engineer. 4.1 Reaional Geoloaic Framework The Winchester Hiils Residentiai Development is situated within the Peninsular Ranges geomorphic province. The Peninsular Ranges are generally characterized by northwest trending mountain ranges and valleys bounded by right-lateral strike-slip fauits. The regional geologic map of the site vicinity is shown on Figure 4.1, Regional Geologic Map. The site lies within the Perris Block, which is bounded by the Elsinore fault to the west, the San Jacinto fauit to the east, and the San Gabriel fault to the northwest (English, 1926). The Perris Block has been referred to as the Perris "peneplain" owing to the presence of numerous flat vaileys of severai miles in extent. Locally, the Perris Block is punctuated by ranges of hills with up to 1,000 feet of relief with respect to the adjacent valleys. 4.2 Site Geology Earth materiais observed during the course of this investigation were the Pauba Formation, older alluvium, colluvium, younger alluvium and artificial fill. Several landslides were documented at the northeast portion of the site (Drawing 11. Areai distribution of the earth materials is shown on the geologic maps (Drawings 1 through 5). These materials are described below from geologically oldest to youngest. 89-81-1 73-01 Converse Consultants Inland Empire 6 ~~ 4.2.1 Pauba Formation IMao Svmbol Qol: The Pauba Formation of late-Pleistocene geologic age (Mann, 1955) underlies the site. The Pauba bedrock at the site is primarily an arkosic sandstone derived from erosion and shedding of debris from granitic bedrock highs to the east. Interbeds of clayey sandstone and siity claystone also occur locally. Bedrock structure is poorly developed, but generally trends northeast and is inclined about 2° to 10° to the north. 4.2.2 Ancient Landslide IMao Svmbol Qlsl: Several relatively small landslides were observed along the northeast portion of the site. These landslides are denoted as possibie and probable landslides on Drawing 1. Possible landslides (map symboi QIsZ- are interpreted on the basis of geomorphology and air photo interpretation. Probable landslides, which have been exposed in test pits, are i ~ labeled symbol Qls~ on Drawing 1. Several test pits (TP-21 through TP-25) were exc3vated within and along the perimeter of the landslides. Landslide basal shear pianes were exposed in TP- 21 and TP-22. The basal shear planes consisted of striated; 1-1/2 to 2-inch thick clay gouge material. The shear planes strike northwest and dip southwest from 36° to 39°. Test pits TP-24 and T-25 were excavated near the toe of the landslides (Drawing 1). These test pits exposed, undisturbed alluvial soils. An intermittent south-flowing drainage has apparently incised the distal portion of the landslides and deposited older alluvial soiis at their toes suggesting that these are very oid features. No evidence of surficial or deep-seated instability was observed elsewhere on the site. Measures to mitigate the landslide are provided in Section 6.3. 89-81-173-01 8 ~!) ' Converse Consultants InlanC Empire 4.2.3 Older Alluvium IMao Svmbol Qoall: Older alluvium occurs within much of the site. It is commonly overlain by a variable thickness of younger alluvium and topsoil. These materials are primarily silty and clayey sands with minor amounts of sandy clay. The older alluvium is generally medium dense and contains organics and pinhole voids in the upper 2 to 3 feet where a modern soil is forming. TRe oider alluvium encountered along the Santa Gertrudis Creek flood plain is up to 25 feet thick. 4.2.4 Younaer Alluvium (Mao Svmbol Qall: Younger alluvium occurs in drainages throughout the site. These materials are mainly sands, silty sands and clayey sands that are moist, loose, and contain variabie amounts of organic matter. The alluvium is at least 15 teet thick in the Santa Gertrudis Creek flood plain area. 4.2.5 Colluvium IMao Svmbol Qcoll: Colluvial soiis locally mantle bedrock throughout the site. These sediments consist of fine grained clayey and silty sands. The colluvium is loose to medium dense and up to 5 feet thick. 4.2.6 Artificial Fill (Mao Svmbol Afl: Both engineered and non-engineered fill soiis were observed on the site. For the purpose of this investigation these materials were not differentiated. These soils consist of silty and ciayey sands. Engineered fill was encountered near the southeastern portion of the site. These filis were placed during construction of Santa Ynez Road and during construction of a commercial development. Non-engineered fill was placed to construct a small reservoir near the northeast edge of the site. End dumped piles of fiil are present near the southeast end of the site in the vicinity of Santa Ynez Road. Past grading or fiil placement was not evident eisewhere on the site. 89-81-173-01 Converse Consultants Inlantl Empire 9 ~~ 4.3 Faultino 4.3.1 Regional: There are no known active fauits projecting toward or through the site, nor is the site situated within a currently designated State of California Alquist-Priolo Special Studies Zone. As shown in Figure 4.3.1, Regional Fauit Map, the nearest known active fault (displacement within the last 11,000 years) is the Wildomar Branch of the Elsinore fault located about 0.4 miles to the southwest. The Murrieta Hot Springs fault zone is located about 0.8 miles north of the site. The Murrieta Hot Springs fault is not currently ciassified as active by the State of California. 4.3.2 Site Faultina: Kennedy (1977) identified three photolineaments trending through the site. Additionally, CCIE independentiy analyzed aeriai photographs to determine the presence of any possible fault-related photolineaments. The results of our photolineament analysis are presented on Figure 4.3.2, Photolineament Map. Our analyses verified that two photolineaments closely correspond to those mapped by Kennedy (L-1 and L-3 on Figure 4.3.2). The third photolineament identified by Kennedy could not be verified during our review of the aerial photographs. To evaluate the potential for site faulting, exploratory trenches were excavated across the identified photolineaments. All fault trenches were observed by Dr. Roy Shlemon on April 25 and June 20, 1990. Fault trenches 4 and 5, were observed by Mr. Steven Kupferman, Riverside County Geologist, on June 20, 1990. The following summarizes the findings of our fault trenching program. Fault trench locations are shown in Drawings 1 and 2. • Photolineament 1- Photoiineament 1 was identified by Kennedy and independently by CCIE during our review of aerial photographs. The lineament is moderately well developed and trends about N75'W and is expressed as an alignment of topographic saddles and ridges. 89-81-173-01 Converse ConsWtants Inland Empire 10 ~-` l~\~-/ ' `,~,~ _ ~ ' , ~ , , ~~N/E-~..~ \\ ~~ ~ JGp ,-._.. 1ART6 ~•.... _ ~'' ' \ .a\;,~, \ ,i<.F :.:~ i %o . \ I ILT \ ~ '~ ~cR~~ \ Pa~.n~+ sPRirv~s •- m ; ,, ~ ~~. ~ ~MESA GRANOe I ~ _..e REGIONAL FAULT MAP WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P'a°C1N° Temecula, Califomia 89-87-173-01 for: Mesa Homes Fpuw No. ~ Converse Consultants Iniand Empire a.3.i ~~ o io 2o I REFERENCE: APPROX. SCALE~IN FEET After Jennings, (1975) 9CALE: 1:760,000 /~r i i ~1 - ~ _ . ~ ~~ --~~( V I % c~ -~ {~ , ~ \`~"~~y-~ ` ,, ~ i ~ I ~ ~-~ r~'x~~ ~ -" )~/`__2~~ ~ ~~~~~ L''~)~`'~-5~/~'~ ~ ~ ~ ~ .~ U ' 1 ~. ~C ~ - . 1-,w,S ; = c _. : - ,~d . :~:~ ~, :x~-us _ ~ ~ ~~ N ^, . I -. _ --- - . ~ s~ ->, -, ~_:~ _ , ~~ _ ~ _ II ~ ~ :~ ~ ^ , < ~~E / ` ~ ~ f ~~ _. 1 ~f n . -. .~.'~~.--~i / ~ /~G . i° n3j ...\~ . ~~o...~. ~`.•. . - Tei11eS1I~'dj\ iaer~ '~:`.-: _ . ~ ~ _ ~-__-`\: i.'~'c.y-~ . ~ I . ~ Hot Sp~ings~ ° ~i_' . . ~ __ = ~ - -- -' +- ~ " °o, o?~ ~_ / ~_ ~ •:so :' ,, .• _-'~ ~'_- - 2a .~ , ~ ~ _ I~ ~~ - - ~5~~ t', . ~' ° i = ~ °_ ,, r ~ , ~oo ~ - ,;os ~ . _ _ - :F ;/~l _` ~ ~ I. _ ~ „se, _ ~~, ~~ , ~ '\ ~- - . 'SJ~~ ' . t vl ~~ ' ~ ~ ~ i , , `~) i~o° ~; ~ - _ -_ ~:-_ .;:_ ~ ,r ~i , I~ ~ ( .~~ ).. _ _ ,' . i .. . ~ 7 ` ~ -o: ~ W ndmilV a a . -1 \~. ~ ' ~ ~-~~, ; i ~~ . ~ ° ~- .. ~ ~~i"' _ ~_ { i ~: ~ /- 1 . ~~ "_. ~ =~~ 1 ~~ / - / _ . ~ _ -''~~~,~ P • r J, L' ~ _ 1 + _ `~ ~ ~ ~ S` _ -~ioo . =~ i I1 ~ .. - r par~•~ ~ _ /:~' ~ . .. -_ . ~ _ s~ k . ~ /:''. ;._~ _ ' - - _ _J -,~ ~ ~ ~ ~oe~ \ i - I ~~J ; ~ o ~~ ~~_ ~J- ~+ ,~~ N ~...,. ~ ' ~_ - S r ~ _ ~ . U : . . l . ~c ~ f --- .. ~ ~~° ~,, - , ~ ~ . ., ~~s r ~ U9, c~ _ =~g _ ~," - , ~ r ~:. ~~uo . fl .J . ~~L~ ~ , • , \ ~~~ •I ~ ~.. \ ~, ;~~ Q - _` ^. _= /r~`ry , ~ servoA =1~~ I ~ J.~ / ~ ) ~' <. ~ l I 7~~_,_ ~~ ' °- Cl' ~/' ~ -J J a ~i, ~ _ ~.F. l_ -' ,• _ uC`, ! - ~r - ~. ~ J, . _` I ..-.. ~ ~ 1 , . . '.s, '~ - ~ d0~ ' - . ~- ! ~ ~ >~ ~ ~r -.~,- ~j-~~- II GaWne 5h . ~ °a~~.. ~ ~ Q . ~ a~ .~„~~ r-~ f, .' ~C ~ i ' __ + 0~~, , ° ' o ~ - . 8M 1072 ~',: ~ ~~ ~ , ~~ ~ i~y~ \~. ... e ~s. _ o ` - , / . .. `.~ ~r ~~.V i~ .lv //11~~1. ern ioeo i ` = tid-: ~ ~ -:- ~ ~! ~c'-~ i ~ ~/ 0 I~: .• ~ . , ~~ ~ $b ' We11 rvo.n ~ ~~~~f~.. . ~c ~ . ~~ _ ~l y !~Cjb ~. ~ ~ r.- ~ ,~ l ~ ) ~ K,r ~P_' F <-. nu,.. 6 . ~OJ ~ . ~ . ~~/i(' : - ~` y ~ , . ~r~ /::C . . ~ " }.-, r .~~ ' ~~ ' -~ = ~ iop - / i :o , ~ <~/'- I .~ .~?~ ~ ~ i~~ i.~~ ~ '__. i ~ ^ '` ~ _ a~ ~ z. \ ` 5' ~~ ~. ,;% .P . ' ~ ;` ~ ~ ~ - ~ ' r O ~,~Q ' ~ c~P2 Rezervoir ~.~.~_- ~ `~ , > ` ~~.~ I I ~aa;,'' Ga¢rneSTi ~ , 0P. . +'Aao _i'' ~ ~ iio0 `~ -~'~- ~' ~,. '+ '_a+ i' . _ . ` : \ ~ ~ - ~ .l "~~ . ~\ ~~ -t ~~ ~~sO Reservoir"~ ._~ /'~- ~~ ~ ~ ~."~~ ~~!`'~ `Fp'< u ~ ~ - `. ` ~/C~ ~ '~_ . ~ I ', ~w. ."'. : I , ., . . \ , ~ /: ~ _ . . . ~'~ _ b i^ o iooo 2000 •ooo EXPLANATION SCALE IN FEET ~`"•~ ~' -= , ~~~~ PHOTOLINEAMENT IDENTIFIED by I ~;~_=: , !,; ~~ CCIE (1980) end KENNEDY (1977) . ^.. :' ';` c REFERENCE: -- ' ~ ~- ~.~~~,..~~ PHOTO~INEAMENT IDENTIFIED by Portlon of USOS MuRiete 7.5 minute ~- ~...~ KENNEOY (1877) Ouadrengle, (1853), phoforavieed 1878 \ _ -~ PHOTOLINEAMENT MAP WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~orec~No Temecula, California 88-81-173-Ot for: Mesa Homes Fgme No ~ Converse Consultants Inland Empire a.3z \°l Trench 1 was excavated across the trace of Photolineament 1. No faults were observed. A relict paleosol occurs on the underlying Pauba formation. Locaily this soii is covered by youngec colluvium. This soil dates a relict geomorphic surface at ieast 35,000 years old based upon the soil reddening, blocky to prismatic structure, moderately thick and continuous clay films on pad faces and regional correlation (Shlemon, 1990, personal communication-. The contact between the paleosol and underiying bedrock is continuous and unbroken. Based on trenching and site observations, we conclude that Photolineament 1 is not fault related. Its trend closely corresponds to regional bedding. Its origin is thus interpreted to be the result of differential erosion along bedding planes. • Photolineament 2- Photolineament 2, identified by Kennedy, is weak and discontinuous. The lineament trends about N22°W across the northeast portion of the site and is denoted by intermittent alignment of ridges and divides. Trench 2 was excavated across the trace of Photolineament 2. No faults were observed in the trench exposures. A relict paleosol also estimated to be at least 35,000 years old has formed on the underlying Pauba formation. The contact between the paleosol and underlying bedrock is continuous and unbroken. Site reconnaissance disclosed the presence of several possible fault breaks in a road cut just north of northeast site perimeter (Drawing 1). The faults were observed over a distance of about 100 feet within the roadcut. The faults trend about north-south and dip steeply to the east and west. A distinctive reddish brown sandstone of the Pauba formation was observed to terminate at the western extent of the fault zone. These faults project towards the site and their trend closely corresponds to the trace of Photolineament 2. Fauit trenches 4 and 5 were excavated to determine the age and onsite location of these faults. Several joints occur in the trench exposures. These joints are carbonate-lined but showed no evidence of shearing or displacement. The orientation of these generally corresponds to possible fauits observed in the described roadcut. A relict paieosol estimated to be at least 35,000 years old has formed within the underlying bedrock. The contact between the paleosol and the bedrock was continuous and unbroken. No shearing or evidence of displacement was observed within the bedrock. 89-81-173-01 13 Zp Converse Consultants Inland Empire The joints observed in the road cut and trenches may represent an ancient fault zone that fractured sandstone units within the Pauba Formation. This is supported by apparent termination and 3 to 4 feet of vertical displacement of a distinctive reddish-brown sandstone of the Pauba Formation in the roadcut. However, the fractures do noi extend into the overlying paleosol unit which is estimated to be late Pleistocene in age. As a consequence, the faults are not considered active. • Photolineament 3- Photolineament 3, was identified by Kennedy (1977) and confirmed by CCIE. The lineament trends about N40°W across the northern portion of the site. This photolineament is well developed and is characterized by ridge alignment and topographic breaks in slope. Fault trench 3 was excavated across the trace of Photolineament 3. Here, too, an estimated 35,000 year-old paleosol was exposed, both unbroken and continuous in the trench (Drawing 6). Further, no shears, clayey gouge or displaced strata were noted within the trench exposures. Several high angle joints sets were recorded near the southern end of the trench. These joints sets were lined with carbonate and showed no evidence of displacement. Based on our fault trenching and site observations it is our opinion that Photolineament 3 is not fault related. Its orientation is within the range of regional bedding and is probably controlled by the underlying bedrock structure. The joints observed we interpreted to be the resuit of normal weathering processes. 4.4 Seismicitv The Winchester Hills project is situated in a seismically active region. As in most areas of Southern California, the site may be subjected to strong ground shaking resulting from earthquakes associated with nearby faults. The maximum credible earthquake is the maximum seismic event a particular fault is theoretically capable of producing based upon existing geologic and seismologic evidence. The maximum credible event does not imply that an earthquake of that magnitude has or wili occur along the particular fauit, but simply implies that the potential for such an earthquake does exist. Maximum credible earthquakes and associated seismic parameters for active faults within a 100-km (62-mile) radius of 89-81-173-01 14 Z\ Converse Consultants InlanC Empire the site are summarized in Table 4.1. The faults listed in Table 4.1 are considered faults capable of generating significant ground motions at the site. TABLE 4.1 S19VIART OF SEISMIC CHARACTERISTiCS OF REGIONAL FAULTS FAULT Elsinore (Vildomar Brarxh) San Jacinta Yhictier San Andreas (South) San Mdreas (Cmtral) NORt20NTAl GROUND MOTiON P~RAMETERS MINIMUM NAX1NUMa MA%lMUM PEAKb OURATION~ 5(7E CREDIBIE ROCK OF STRONG DISTANCE MAGNITUDE ACCElERA7i0N SNAKING mi EARTHOUAKE (a) seeoMs .4 7.5 0.70 . 25 - 35 19 7.5 0.26 23 - 32 29 7.5 0.19 23 - 30 35 7.5 0.18 22 - 30 40 8.25 0.24 18 - 25 b Fran Gremsfelder (7974). Fran Seed ard Idriss (7982). ° ~Frpn Balt (1973). To evaluate potential ground shaking at the project site, a statistical recurrence or probabiiity of occurrence of various levels of ground motion based on past seismiC activity was determined, using available sources of earthquake data. The analysis estimates the ground acceleration levei expected to occur, at a particular site, within a 100-year period. The results of our seismic risk analyses are summarized on Figure 4.4 where the number of occurrences exceeding a particular level of acceieration are plotted against the maximum peak horizontal ground acceleration. The solid line shown on Figure 4.4 represents CCIE's judgment as to the occurrences of ground accelerations during an average 100-year period. Expected ground accelerations are 0.34g on the average of every 100 years, and 0.26g on the average of every 50 years. 4.5 Groundwater Groundwater was not encountered in our subsurface explorations. No evidence of seeps, springs, or other signs of groundwater was observed at the site. However, at 89-81-173-01 15 ZZ Canverse Consultants InlanC Empire 100. x m E a c~ z 0 w W U X W ~ W U z ¢ ~ ~ U U O ~ O ¢ w m ~ ~ z i o.o ~.o O..tO --- ---~ --- ; - -- ~ 1 --- -- - - --- ~ - - ~ ----- -- - --- I - -t - ~ , ---~ -- -. -._I r----F __.._.__ ---- ~ ~----~ _._ ---- --- --~- ~ -- ~ 0.0 1 L 0.1 ~.~ V_;i 0.4 0.5 0.6 0.7 MAXIMUM PEAK HORIZONTAL ROCK ACCELERATION Amax(g) EXPLANATION OF DATA POINTS: ~ Fault Model - Geologic evidence Site Region _ Instrumental seismicity data (1934-1987) Local Site' Site Region ~ Historic seismicity data (1800-1933) Local Site J i ~Local Slte low rnimber of oceurancea, otf plot 100-YEAR PERIOD HORIZONTAL GROUND ACCELERATION WINCHESTER HILLS RESIDENTIAL DEVELOPMENT Prp~ectNO. Temecula, Califomia for: Mesa Homes 89-81-173-01 ~ 1 figweNO n~ ,~ Converse Consultants Inland Empire 44 v the time of our subsurface expioration for liquefaction evaluation (1988), perched zones of water were encountered in several borings in the vicinity of Santa Gertrudis Creek. Highest water levei in the borings ranged from 16 to 24 feet below the surface. ICG (1989) reported groundwater at depths ranging from 32 to 38 feet below the surface within the western portion of the site. The Pauba Formation contains clayey units that act as barriers and inhibit the transmission of subsurface water. These units may cause local perched zones of groundwater. Perched water may bccur in drainage areas following periods of rainfall. 4.6 Subsurface Variations Based on the resuits of our subsurface exploration and experience, variations in the continuity and nature of subsurface conditions shouid be anticipated. Due to the nature and depositional sedimentary characteristics of the bedrock at the site, care should be taken in interpolating or extrapolating subsurface conditions between or beyond test borings and trenches. Variations in groundwater levels can be expected from seasonal changes. 89-81-173-01 ~ ~ Z~ Converse Consultants Inland Empire 5.0 CONCLUSIONS AND TRACT DEVELOPMENT CONSIDERATIONS The results of this investigation indicate that the tentative tracts are suitable for their intended usage and may be developed as planned. Small landslides present near the northeast property boundary can be mitigated by ~ overexcavation and recompaction of site soils as described herein. Stabilization fills may be necessary along proposed cut slopes in the vicinity of the landslides if highly fractured, surficialiy unstable bedrock materials are exposed during grading. Of geotechnical concern for this project is the potential for differentiai settlement owing to the variable fill thicknesses proposed to underiie the various pads. Fiil below finish grade should be compacted to at least 90% of the ASTM D 1557-78 maximum laboratory density. Much of the residential distress which occurs in hiilside graded lots is due to changes in moisture in the fill. Landscape irrigation and surface drainage should be coniroiled and provided such that the fill does not become excessively moist or wet. Anv appurtenant structures such as swimming pools, retaining walls, grade changes and/or landscaping irrigation systems should be designed such ihat these future improvements do not adversely affect the graded lot stability or drainage. Therefore, it is strongly recommended that these improvements be reviewed by a CCIE GeoteChnical Engineer and Certified Engineering Geologist. Currently, canyon subdrains are not deemed necessary. However, it is possible that conditions exposed during grading may require subdrains. These tract development considerations are described further in the following sections. 89-81-1 73-01 ~ $ ~ Converse Cansu11an15 Inland Empire 6.0 EARTHWORK/SITE GRADING RECOMMENDATiONS ~ 1 ~6.1 G eneral ~. . Site grading is expected to consist of cuts, removals and fiil operations to prepare buiiding pad areas. Cuts on the order of 65 feet in depth are proposed. Maximum fill thickness is expected to be 40 feet. Grading is also expected to include backfiil for utility trenches. Loosely backfilled exploratory trenches (see Drewings 1 through 5) located throughout the site and any existing undocumented fill will require over- excavation and recompaction prior to the placement of structural filis. Proposed fili should be placed in accordance with the recommendations presented in Appendix D„ "Recommended Earthwork Specifications". Structural fill should be compacted to a't least 90°/a relative compaction (ASTM D 1557-78). Any artificial fill encountered at the site should be removed and recompacted prior to piacing further fill. To reduce the potential for differentiai settlement across cut/fill transition lots, overexcavation and recompaction should be performed as discussed in Section 6.7. All fiil should be properly benched into firm and unyielding native materiais, which is expected to consist solely of dense older alluvium or the Pauba Formation. _ Grading recommendations for removais, subdrains, permanent slopes, temporary sloped excavations, utility trench backfill, and site drainage are presented below. Stability calculations for the ant af 'pa et d slopes are presented in Appendix C, "Stability Analyses". The calculations indicate a factor of safety in excess of 1.5 for both cut and fill slopes for surficiai and deep-seated stabiiity. ~ .~ 6.2 liauefaction Potential ~ Liquefaction potential of the portion of the site within the Riverside County Planning liquefaction hazard area was previously investigated by Converse Consultants Iniand Empire. Results of the investigation were presented in our report dated September 9, 1988, (CCIE Project No. 88-81-117-01). 89-81-173-01 19 I I_ ~i'J.~ g~j,f~ Y 1`~ ~~ 1``~ ~ ~. ~i5~ ~ Converse Consultants Inland Empire Based on the above referenced report and data obtained during this investigation, liquefiabie soil is primarily confined within a relativeiy thin zone (on the order of 1 to 2 feet thick), adjacent to Santa Gertrudis Creek. The remaining portion of the site is considered non-liquefiabie due to the presence of fine-grained soils, shailow bedrock, or absence of groundwater. The liquefiable zone wiil be more than 25 feet below final finished grade after the fili is placed. Thus, with the great depth to liquefiable strata plus the fill cap on the surface, the probability of sand boils is very small. In addition, the potentially liquefiable zones will be at least 5 feet up to 15 feet below the ground surface of the nearby Santa Gertrudis Creek. As a consequence, lateral spreading toward the creek is uniikely. The net result of liquefaction occurring beneath the site would be some settlement as the excess water pressure dissipates after the earthquake. Because of the depth (greater than 25 feet) to the liquefaction zone differential settlement at the surface should be less than 1/4 inch over a distance of 25 feet. Overall, with the proposed pia~ement of engineered compacted fill to depths ranging / ~_~~ up to about 30 feet, any liquefiable zones will be at great depth. As a consequence, no special precautions lor recommendations) are necessary for building footings, provided footings are placed less than 5 feet below finished grade. Final grading ~--~_ plans should be reviewed by CCIE to verify proposed grades with respect to liquefaction potential. ~ ~ 6.3 Removals Overexcavatio~ Ail surface trash and vegetation (including, but not Iimited to, heavy weed growth, trees, stumps, logs, and roots) shouid be removed from the areas to be graded. Organic materials resulting from the clearing and grubbing operations should be hauled off the site. Non-organic debris from site clearing may be hauled offsite or stockpiled for crushing and/or placement by approved methods in deeper fill areas. 89-81-173-01 20 ~~~~ l ~~ ~ ~,~,1~ . Z~ Converse Consultanls Inland Empire Compiete removal of all younger ailuvium topsoil, and ioose compressible low strength oider alluvium, and/or disturbed bedrock wiil be necessary prior to placement of structural fills. Although not encountered in CCIE explorations, any existing fill should be excavated. Recommended removal depths are depicted o~ Drawing 1 through 5, and discussed below: • Landslides: The existing landslides should be compietely excavated. Landslide removal should extend into firm bedrock. Anticipated overexcavations based on proposed grades is about 10 to 15 feet. Geologic observation of the landslide removal should be conducted during grading. • Drainaae Areas fYounaer Alluviuml: Loose to medium dense granular soils within the drainage channels are unsuitable for fill support. These soils should be excavated. Removals wiil vary from about 4 to 6 feet. • Side-Slooes and Swales (Older Alluvium and Colluvium): Oider alluvial and coiluvial soils are present along the lower slopes of hillsides throughout the site and within most drainage swales. These soils are unsuitable for support of filis or foundations. The depth of removal and recompaction of these materials will vary from approximately 2 to 6 feet. • Artificiai Fill IAf): Artificial fill soils (non-engineered fill) observed at the site are shown on Drawings 1 through 5. These soiis are unsuitable for support of filis or foundations and will require removal and recompaction. • Exoloration Trenches: AII exploratory trenches were loosely backfilled and, if not excavated during grading operations, will require overexcavation and recompaction for support of improvements. Local areas of removals deeper than those documented may be encountered during grading. Removal depths shown on Drawing 1 through 5 are general removal depth guidelines. Actual removal depths should be established by CCIE field observations and testing during grading. The bottom of the excavated areas must be observed by a CC1E representative prior to piacement of fiil. Soils removed during the overexcavation procedures may be used as compacted fill, provided they have been stripped of organics and other deleterious materiais. Ail proposed fills should be placed on competent native materiais as determined in the 89-81-173-01 21 Z~ Converse ConsWtants InlanC Empire ' field by the soil consultant representative and in accordance with the specifications in Appendix D. 6.4 Excavatabilitv , Based on the findings of our subsurface expioration and on our experience in the general site vicinity, we anticipate easy to moderate excavation of the Pauba , Formation bedrock materials with normal heavy duty excavating equipment (i.e. D-9 CAT equipped with a single or double shank ripper). 6.5 Subdrains ' Based on the findings of our investigation, canyon subdrains are not presently anticipated. However, verification of the finding should be verified based upon conditions exposed during grading. If required, subdrains should be installed at approved locations according to the details shown on Drawi~gs D-1a and D-1b ~ _- ~ (Appendix DI, "Typical Canyon Subdrain Detail." The ciean-out and subdrain area shouid be observed and approved by CCIE personnei prior to subdrain installation; such subdrain installation may be modified based upon post-removal observations. All subdrain devices should be accurately surveyed for location, line and grade after installation. Sufficient time shouid be allotted for the survey prior to placement of fill over subdrains. Subdrain locations should be shown on the as-buiit grading plans. Discharge from subdrains should be directed to a suitable non-erosive drainage device. If the subdrain discharges into the storm drain, measures should be taken to prevent storm drain water from backing up into the subdrain. 6.6 Exoansion Potentiai /' Fill soils derived from the onsite alluvium which will be placed in proposed building areas may have a moderate expansion potential if not adequately blended with the sandy material. Clayey siltstone and silty claystone layers in the Pauba may have 89-81-173-01 22 Zc~ Converse Consultants Inland Empire high expansion potentials, and such materials couid be exposed at final grades in areas of cut pads. _ It is recommended that if expansive claystone is exposed at final grade (i.e., on cut , lots), these materiais be overexcavated 3 feet and replaced with non-expansive materials (see Figure D-2 "Typical Transition Lot Detail"). For all lots, final foundation and slab recommendations should be based on tests taken within the near-surface subgrade soils and bedrock at the completion of rouah grading. 6.7 Transition Lots To reduce the potential for differential settlement across cut/fili transition lots, the cut portion of the lot should be overexcavated 3 feet below final grade and replaced with compacted fiil to finished grade, as shown on Figure D-2. Overexcavation should extend a minimum of 5 feet horizontally beyond the footprint of the structure. ~ All fiil shouid be properly benched into firm and unyielding bedrock of the Pauba Formation. 6.8 Permanent Cut Slo~es Maximum vertical height of proposed permanent cut slopes is about 40 feet. As shown in Appendix C, cut siopes in the encountered materials no exceeding 45 feet in height and cut no steeper than 2:1 (horizontal:vertical) have a calculated factor of safety (FS) greater than 1.5. Cut slope ratios should not be steeper than 2:1 (horizontal:verticaq. A primary concern for cut slopes on this site is the high potential for erosion of the sandy materiai, and the resultant surficial instability. Structures should be set back from slopes as shown on Figure 29-1 of the 1988 edition of the Uniform Building Code (UBC). Geologic observation of ail cut slopes shouid be conducted during grading to observe if any adversely oriented planes of weakness (i.e. claystone or siltstone beds) are present. Accordingly, if these materials are exposed in proposed cut slopes during 89-81-173-01 23 ~j Converse Consultants Inland Empire grading and are found to be adversely oriented, stabilization buttresses or fills may be required. Landslide removals in the north portion of the site (Drawing 1) may result in converting proposed cut slopes to compacted fill slopes. Such earthwork should be conducted in accordance with Figure D-3, "Buttress or Stabilization Fiil Detail". ~ 6.9 Permanent Fiil Siooes ' Proposed fill slopes should be constructed at slope ratios no steeper than 2:1 (horizontal:vertical). In addition to normal compaction procedures, fill slopes should be properiy compacted out to the siope face. This may be achieved by either overbuilding fill slopes and cutting back to the compacted core, or by back-rolling of ~ slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods which have been shown to produce satisfactory results. ; Feathering of fill over the tops of slopes shall not be permitted. Where fiils are to be placed on natural ground steeper than 5:1 Ihorizontal:vertical), compacted fili should be keyed and benched into firm material as shown on Figure D-4, "Fili-Over-Natural Slope." Benches should be excavated into firm, competent material for a minimum width of 4 feet. Keyway and benches should be approved by CCIE prior to piacement of fills. Fiil siopes over 25 feet in vertical height and placed on low permeability natural ground steeper than 5:1 should be provided with at least one backdrain at the heel of the keyway. The backdrain should consist of a 4inch-diameter (minimum) perforated pipe embedded in 3 cubic feet of gravel per linear foot of pipe, connected to a non-perforated outlet pipe, as shown on the detaii on Figure D-5, "Drainage Blanket Detaii". Outlet pipes should be accurately surveyed for location, line and grade. 89-81-173-01 24 3t Converse Consultants Inland Empire Locations of outlets and backdrain pipes should be shown on the as-built grading pians. Sufficient time shouid be ailotted for the survey location of the subdrains prior to placement of fili. Fiil slopes greater than 30 feet in height shouid be terraced as recommended in Section 7012 of the Uniform Building Code (1988 Edition). Structures should be set back from graded slopes in accordance with Chapter 29 (UBC Figure 29-1) of the Uniform Buiiding Code. 6.10 Fiil-Over-Cut Slooes Where fill is proposed over cut slopes, fiil should be benched and keyed into firm bedrock as discussed in Section 6.8, above, and illustrated on Figure D-6, "Typical Fill Above Cut Slope." As shown on Figure D-5, where fill-over-cut slopes are greater than 25 feet in vertical height, and in low permeability bedrock areas a backdrain should be at the fill/cut boundary. The backdrain should consist of a 4inch-diameter (minimum) perforated pipe embedded in 3 cubic feet of gravel per linear foot of pipe, connected to a non-perforated outlet pipe. Backdrain and outlet pipes should be accurately surveyed for location, line and grade. Locations and outlets of backdrains should be shown on the as-built grading plans. Sufficient time should be allotted for the survey prior to placement of fiil. 6.11 Stabilization Fills Our field investigation did not indicate any adversely oriented planes of weakness that wouid require construction of stabilization filis. Final verification of conditions should be determined during grading geologic observations. If required, stabilization filis should be constructed as shown, on Figure D-3. The stabilization fill should be constructed with a minimum key width of 15 feet and a minimum key depth of 2 feet, inclined at 2% into siope from toe to heel of keyway. 89-81-173-01 25 ~Z Converse Consultants Inland Empire /- Backdrains should be provided at the heel of the keyway every 30 feet vertically. Backdrains should be constructed as shown on Figure D-6, and as discussed in Section 6.9. 6.12 Oversize Material Oversize material defined as rock or other irreducible material with a dimension greater than 6 inches, shall not be buried or placed in fiils unless the location, materials and disposal methods are specifically approved by CCIE. A suggested disposal method is shown on Figure D-7, "Rock Disposal Detail for Isolated Burial." Disoosal operations for oversize materials shall be such that nesting of material does not occur, and such that the oversize material is completely surrounded by compacted fill. Oversize material shall not be placed within 10 feet vertically of finished grade, within 20 feet horizontally of a slope face, or within the range of future utilities or underground construction, unless specifically approved by CCIE. 6.13 Temoorarv Slo~ed Excavations The use of sloped excavations may be applicable where pian dimensions for exca- vation are not constrained by property lines, existing streets, or other structures. Where constraints exist, slot-cutting, temporary shoring or a combination of slopes and shoring may be required. Recommendations for shoring design or slot-cutting can be provided upon request. 89-81-173-01 26 33 Converse Consultants Inland Empire Based upon soils encountered in the explorations, it is our opinion that sloped temporary excavations may be made according to the slope ratios presented in the foilowing table: TENPORARY EXGVATION SLOPES MA%IMUM DEPTH OF CUT WV(IMlA1 SIOPE RA7f0' (ft) (horizontal:verticaU 0- 5 vertieal to 1/2:1 0- 75 1/2:1 to 3/4:7 0- 50 1 7/4:1 to 1 1/2:7 ~ ' Seleetian of te~orary slope retios should be made by the grading contractor based on aetual materials enCOtniered during excavaiion. Temporary back cuts for buttress or stabilization fills, if required, should be analyzed at that time. Slope ratios given above are assumed to be uniform from top to toe of slope. Sandy surfaces exposed in sloped excavations should be kept moist but not saturated to retard ravelling and sloughing during construction. Adequate provisions should be made to protect the slopes from erosion during periods of rainfall. Surcharqe loads should not be permitted within 10 feet of the top of slope, or a distance of at least one-third the slope height, whichever is greater. 6.14 Utilitv Trench Backfill Buried utility conduits should be bedded and backfilled around the conduit in accordance with the project specifications. Onsite materials with sand equivalents greater than 30 may be flooded/jetted around large diameter pipelines, below the spring line. Care should be taken not to move or damage utilities during compaction operations. Where conduit underlies concrete slabs-on-grade and pavement is adjacent to the proposed structures, the remaining trench backfill above the conduit should be placed and compacted in accordance with Appendix D. 89-81-173-01 27 3GL Canverse Consultants Inlantl Empire ` / 6.~5 ShrinkaaeandSubsidence Based on our test results, shrinkage and subsidence are estimated as follows: • Too Soiis and Alluvium and Colluvium: Top soil, alluvium and colluvium are expected to shrink on an average of approximately 12% by volume, with variations ranging from 6% to 20%. Subsidence in ravines due to earthwork activities may range up to 0.2 foot. • Pauba IBedrockl: Shallow porous Pauba bedrock may shrink from negligible to 10% by volume when properly recompacted. Porous, weathered Pauba is not anticipated to be thicker than 1 to 3 feet below the bedrock surface. An average value of 4% can be used for preliminary shrinkage calculations. Deeper, dense Pauba bedrock is expected to shrink less. Shrinkage ranging from negligible to 6% is anticipated in most of the dense Pauba bedrock. An average shrinkage of 3% by volume may be used to estimate shrinkage in the deeper bedrock. Subsidence of the exposed surface in deep cuts within the Pauba bedrock is expected to be negligible, exclusive of wet weather earthwork disturbance. Volume losses due to stripping of organics should be included during the calculations of earthwork quantities. These estimates are based upon the assumption that ail removals and compaction are performed as recommended herein. Estimates provided above should be considered preliminary. Refined estimates can be provided by CCIE during earthwork, based on exposed conditions, additional compaction curve data, and field density test resuits. Considering the quantities of earthwork proposed, some shrinkage variability from ravine to ravine, and hill to hill shouid be anticipated. 6.16 Site Drainaae Adequate positive drainage should be provided away from structures to prevent ponding and to reduce percolation of water into the foundation soiis. We recommend that siopes for surface drainage be constructed at 2% to 4% in landscaped areas and 1% to 2% in paved areas. Planters and landscaped areas adjacent to the building perimeter should be designed to minimize water infiitration into the subgrade soils. Planters adjacent to foundations should have waterproofed walls and bottoms and should have a drainage system to conduct water to a coilection point for disposal. 89-81-173-01 28 ~j Converse Consultants Inland Empire To enhance the long-term performance of the buiiding pad areas, it is recommended that gutters and downspouts be instailed on the roofs. Roof runoff and surface pad drainage should be collected and directed to the street through non-erosive devices. Siope drainage devices should be constructed in accordance with Chapter 70 of the Uniform Building Code (1988 Editionl. Lot drainage should preclude the possibility of the uncontrolled flow of water over slope faces with the use of brow ditches, earth berms and other methods. 6.17 Slooe Protection and Maintenance Proposed slopes should be planted as soon as possible after construction. To perform in a satisfactory manner, slopes wiil require maintenance through time. In most cases, slope maintenance can be provided along with normal care of the grounds and landscaping. Cost of maintenance is less expensive than repair resulting from neglect. Most hillside lot problems are associated with water; either uncontrolled water from a broken pipe, excessive landscape watering, or exceptionally wet weather. Drainage and erosion control should be provided for long-term slope stability and performance. It is important that the drainage patterns and slope protection provisions be established at the time of final grading and maintained throughout the life of the project. The provisions incorporated into the graded site must not be altered without competent professional advice. Terrace drains and brow ditches on the slopes should be periodically maintained and kept ciean of debris so that water will not overflow onto the slope, causing erosion. All subdrains should be kept open and clear of debris and soil which could biock them. Landscaping on the slopes should disturb the soil as little as possible and utilize drought resistant piants that require a minimum amount of landscape irrigation. Wet spots on or around the site, which may be natural seeps or an indication of broken water or sewer lines, should be noted and brought to the attention of CCIE. 89-81-173-01 29 ,~', Converse ConsWtants Inland Empire Watering should be limited or stopped altogether during the rainy season when little irrigation is required. Over-saturation of the ground can cause subsidence within subsurface soils. Slopes shouid not be over-irrigated. Ground cover and other vegetation will require moisture during the hot summer months. However, during the wet season, over-irrigation can cause ground cover to puil loose, which not only destroys the cover, but aiso results in serious erosion. We suggest that a professional landscape architect be consulted for planting and irrigation recommendations. 6.18 Asohalt Pavements - Asphalt pavement sections have been designed based on an R-value of 68. Final street structural sections should be provided by CCIE based on the actual R-values of the street subgrades after grading. Based upon the Assumed Traffic Indices (Tis) provided to us, either full-depth or composite asphalt and base pavement sections may be used as tabulated below: AS~XALT PAVEMENT SECTIONS ASSUNED ASPXAIT OVER BASE FULL DEPTH TRAFFIC INDE% BASE (iN ASPXAL7 fin7 AS-H~L7 [iN 4 3.0 2.0 3.0 5 3.0 2.5 3.5 6 4.0 3.0 4.0 7 4.0 4.0 4.5 in areas to support asphaitic pavement, the subgrade should be recompacted to a depth of at least one foot below the final subgrade as recommended in Appendix D. At the time of placing pavements, the subgrade should be firm and unyielding during proof rolling, and be within 2% to 3% of optimum moisture. All base material should be compacted to a minimum of 95% of the ASTM D 1557-78 laboratory maximum dry density. Base course shouid consist of CALTRANS Class II aggregate base or equivalent. Placement of full-depth asphalt will require that the compacted subgrade soils provide competent support for paving equipment. Clean cohesioniess sands are subject to yieiding under rubber-tired and track loads from paving equipment. The paving contractor should confirm in writing the acceptability of the compacted subgrade prior to piacement of full-depth asphalt pavement. 89-81-173-01 30 3.~ Converse Consultanis Inland Empire 7.0 STRUCTURAI DESIGN RECOMMENDATIONS 7.1 Residential Foundation Desian Criteria Conventional spread footings, founded in property compacted structural fill may be used to support the proposed residences. Footings shouid be set back at least 5 feet or one-third the slope height, whichever is greater, from the top-of-slope or toe-of- slope. Alternatively, footings may be embedded such that there is adequate setback between footings and the face of slopes. In any case, footings should have a minimum embedment of 12 and T8 inches below lowest adjacent grade for one and two stories, respectively. Residential footings should have a minimum width of 12 inches. Footings for one to two-story wood frame homes may be designed for an allowable bearing pressure of 1,500 pounds per square foot (psf~. All continuous footings should be reinforced with at least #4 reinforcing bars top and bottom, along the full width of the footings to mitigate the potential for differential fill settlement. Additional reinforcement may be required by the project architect and/or design engineer. Structure setttement will be due to relatively light foundation loads, as well as long- term consolidation of fill soils and compressible native materials below the fill. Maximum anticipated structural load-induced settlements of continuous residential footings, designed as recommended above, are 1/2 inch or less. Compacted fills will settfe depending on the fili thickness and future changes in the "as-compacted" moisture conditions. Properly compacted fill can be expected to settle 1/2°/a to 1% of the fill thickness if the soils are allowed to become soaked. These fill settlements should be considered in design. Resistance to lateral loads will be provided by triction acting at the base of the footings and by passive resistance against the side of footings. A coefficient of friction of 0.35 may be assumed with the dead load forces. An allowabie passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used for the sides of footings poured against compacted fill or bedrock. The 89-81-173-01 31 3g Converse Cansultants Inland Empire ' ailowable passive pressure may be increased 33% for lateral loading due to wind or seismic forces. Foundation setback shouid be provided as recommended in Figure No. 29-1 of the 1988 Edition of the Uniform Building Code. Where reduced foundation setback is required, CCIE can evaluate specific cases and provide appropriate geotechnical criteria for design. 7.2 Retainina Walls It is not known at this time if any retaining walls are proposed at the site. If required, ` the retaining walls may be designed for an assumed earth pressure equivalent to that exerted by a fiuid weighing not less than that shown in Table 7.2.1. TABIE 7.2.1 • . I 1 EOUIVAIENT FLUID YEIGXT (oef) , SURfACE SIOPE OF IF CLEAN SAND AND/OR IF NAT[VE SANDY RETAINED MATERIAL GRAVEI YITH ~= 38° SOILS ARE USED , NOR120NTRL TO YERTiCAL IS USED TO BACKFIIL TO BACKFtLL , LGVeI 30 GO 5 to 1 32 42 4 to 1 35 <5 3 to 7 38 48 2 to 7 43 53 Any applicable construction surcharges should be added to the above pressures. At least 12 inches of granular material should be used in the backfiil behind the walls and ~' water pressure should not be permitted to build up behind retaining wails. Retaining walls should be provided with weep holes or backdrains. The upper 12 to 18 inches of the backfill must consist of impervious soil. 7.3 Slabs-on-Grade Conventional, minimum 4-inch-thick, slabs-on-grade may be constructed for support of nominal ground floor live loads. AII slab subgrades should be moisture conditioned and compacted as recommended in Appendix D. Care should be taken to avoid slab , 89-81-173-01 32 3q Converse Consullants Inland Empire , curiing if slabs are poured in hot weather. A mix design should also be provided to reduce the potentiai for shrinkage cracks. Slabs shouid be designed and constructed as promulgated by the Portland Cement Association (PCA). If Iow-expansive soiis are used in the upper 3 feet (Expansion Index less than 30), then the design engineer need not design the slabs for expansive soils. Reinforcement should be provided as recommended by the design engineer, and may include conventional, post-tensioned, or fiber-reinforced slabs. If a moisiure-sensitive floor covering (such as vinyl tile) is used, slabs should be protected by a 6 mil-thick polyethylene vapor barrier. If the barrier is used, it should be protected with 2 inches of sand placed above and below to prevent punctures and to aid in the concrete curing process. Vapor barrier seams should be lapped a minimum 6 inches and sealed. ; 7.4 Aoourtenant Facilities It is anticipated that residential lots will be customized, including home additions and construction of garden walls, pools, landscape ponds, retaining walls, general regrading, and modifications of landscaping. Any of these modifications may adversely change the foundation conditions, lot stability, and/or adversely affect adjacent lots. It is therefore strongly recommended that proposed lot modifications be reviewed by CCIE or an experienced Geotechnical Engineer and/or Certified Engineering Geologist. All homeowners shouid be made aware of the need for geotechnical evaluation of proposed foundation, grading, irrigation, and/or landscape modifications. 7.5 Soil Corrosivitv A bulk sample obtained from the subsurface exploration was tested for resistivity, pH, and solubie sulfate and chloride content. A relatively moderate sulfate concentration of 53 parts per million (ppm) was measured. Therefore, conventional Type I or il portland cements may be used. A very low chloride content and miid resistivity were 89-81-173-01 33 4'~ Converse Consultanls Inland Empire ~ also measured, which would indicate low corrosivity. Conventionai corrosion mitigation measures are therefore appropriate, such as the foliowing measures: • Ali steel and wire concrete reinforcement should have at least 3 inches of concrete cover. • Below grade ferrous metals should be given a high quality protective coating, such as 18-mii plastic tape, extruded polyethylene, coal tar enamei, or portland cement mortar. 89-81-173-01 34 ~~ Converse ConsWtants Inland Empire 8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION This report has been prepared to aid in evaluation of the site, to prepare site grading recommendations, and to assist in the design of the proposed structures. As indicated above, additional studies may be required for appurtenant structures. It is recommended that this office be provided the opportunity to review the final grading plan, design drawings and specifications to determine if the recommendations of this report have been properly implemented. Recommendations presented herein are predicated upon the assumption that continuous earthwork monitoring will be provided by CCIE. Removai excavation bottoms should be observed by a CCIE representative. Structural fill and backfili should be placed and compacted during observation and testing by this office. Footing excavations should be observed prior to placement of steel and concrete to confirm that the footings are founded on competent soil and the excavations are free of loose and disturbed materials. 89-81-173-01 35 qZ Converse Consullants Inland Empire 9.0 CLOSURE The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering and engineering geologic principles and practice in this area of California, at this time. Our conclusions and recommendations are based on the results of the field and laboratory investigations, combined with an interpolation of subsurface conditions between and beyond exploration locations. As the project evolves, our continued consultation and construction monitoring should be considered an extension of our investigation services performed to date. CCIE should review plans and specifications to check if the recommendations presented herein have been appropriately interpreted, and that the design assumptions used in this investigation are valid. Where significant design changes occur, it may be necessary that CCIE augment, or modify, the recommendations presented herein. Subsurface conditions may differ in some locations from those encountered in the explorations, and may require additional analyses and possibly modified recommendations. This report was written for the exclusive use of Mesa Homes, and oniy for the proposed development described herein. We are not responsible for technical interpretations by others of our expioratory information which has not been described or documented in this report. Specific questions or interpretations concerning our findings and concfusions may require a written clarification to avoid future misunderstandings. 89-81-173-01 36 43 Converse Consultants Inland Empire REFERENCES ~ Conva~se Consuttanis Inland EmO~~e REFERENCES BoR, B.A., 1973, Duration of strong ground motion: Proceedings on Fifth World Conference on Earthquake Engineering, v. 2, no. 292, p. 10. California Division of Mines and Geology, 1990, Alquist-Priolo special studies zone map, Murrieta ~uadrangie, scale 1:24000. Converse Consuitants inland Empire, Liquefaction evaluation - Winchester Hiils: dated September 9, 1988, Project No. 88-81-117-01. Duncan, J.M., and Buchignani, A.L, March 1975, An engineering manual for slope stability studies: University of California, Berkeley, Department of Civil Engineering, 83 p. Engiish, W.A., 1926, Geology and oil resources of the Puente Hilis region, Southern California: U.S. Geological Survey Bulletin 768, 110pp. Eppley, R.A., 1966, Earthquake history of the United States: Part II Coast and .Geodetic Survey (ESSA) Buil. no. 41-1. Greensfelder, R., 1974, Maximum credible rock accelerations from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. Highiand Geotechnical Consultants, 1989, Geotechnical feasibility investigation, 1050± acres - Rancho Calffornia Commerce Center, Rancho California, Riverside County, California: Highland Geotechnical Consultants Rpt., February 13, 1989, job no. 08-6574-012-00-00, log no. 9-3016. ICG Incorporated, Revised feasibility geotechnical report - 575± acre Winchester Hiils Development: dated October 6, 1989, Consuitants Project 07-8079-003-0000. Jahns, R.H., 1954, Generalized geologic map of the Peninsular Range Provinces, Southern California: in California Division of Mines and Geology, 8ull. 170, Chapter II, Plate 3. Jennings, C. W. et ai, 1975, Fauft map of California: California Division of Mines and Geology, California Geologic Data Map Series Map No. 1, scale 1:750,000. Kennedy, M.P., 1977, Recency and character of fauiting along the Elsinore Fault Zone in Southern Riverside County, California: California Division of Mines and Geology SpeC. Rpt. 131, p. 1-12. Mann, J.F., Jr., 1955, Geology of a portion of the Elsinore Fault Zone: California Division of Mines and Geology, Special Report 43, 22 p. Marachi, N.D., and Dixon, S.J., 1972, A method for evaluation of seismicity: Proceedings of the International Conference on Microzonation, Seattle. Mualchin, L., and Jones, A.L., 1987, Peak acceleration from maximum credible earthquakes in California: California Division of Mines and Geology Open File Report (in progress), 79 p. 89-81-173-01 ~~ Converse Consultanls InlanE Empire REFERENCES (continued) Ploessel, M.R., and Slosson, J.E., 1974, Repeatable high ground. accelerations from earthquakes: Calffornia Geology, Sept. 1974, p. 195. Seed, H.B., and Idriss, I.M., 1982, Ground motions and soii liquefaction during earthquakes: Earthquake Engineering Research Institute Monograph, 134 p. Uniform Building Code (UCB), 1988, International Conference of Building Officials, 1988 Edition. Wesnousky, S.G., 1986, Earthquakes, quaternary faults, and seismic hazards in California: Journai of Geophysical Research, no. 812, p. 12,587 - 12,631. 89-81-173-0~ ~~ Conrerse ConsWtants Inland Emplre APPENDIX A FIELD EXPLORATION 4~ Converea Consultanls Inland Empire APPENDIX A FIELD EXPLORATION Field exploration included a site reconnaissance and subsurface exploration. During the site reconnaissance, surface conditions were observed, and the locations of test borings and trenches were determined. Exploratory borings and trenches were approximately located using existing boundary and other features as a guide. Elevations shown on the logs were interpolated from the site topographic map. Exploratory borings were advanced using a S-inch-diameter hoilow-stem auger or a 24 inch-diameter bucket auyer driiling equipment. Expioratory trenches were excavated by a backhoe equipped with a 24-inch bucket. Soils were continuously logged by experienced geologists, and classified in the field by visual examination in accordance with the Unified Soii Ciassification System. Bucket-auger borings and trenches were entered by a geologist who observed the exposed earth materials. Where appropriate, field descriptions and classifications have been modified to refiect laboratory test results. Relatively undisturbed drive samples and bulk samples of typical soil rypes were obtained. Relatively undisturbed samples of the subsurface materials were obtained at frequent intervals in the exploratory borings. The relatively undisturbed samples were obtained using a steel drive sampier (2.4-inch inside diameter, 3-inch outside diameter) lined with sample rings. In bucket-auger borings, the steel sampter was driven into the bottom of the boreholes with successive drops (about 12 inches) of the telescoping kelly bar. In hollow-stem auger borings, samples were driven by a 140-pound hammer dropping 30 inches. Depths below ground surface versus keily bar weights are as follows: UEVTN 6ELOY KELLT BAR GROUNO SURfACE YEIGHT (fU (oounds) 0 - 25 2,050 25 • 45 1,350 45 - 68 650 The number of successive drops of the driving weight ("blows") required for one foot of penetration of the sampler are shown on the Boring Summary Sheets (Drawings A-1 through A-9) in the "blows/fooY' column. The soil was retained in brass rings (2.4 inches in diameter, 1 inch in height). The central portion of the sample was normally retained and carefuliy sealed in waterproof plastic containers for shipme~t to the laboratory. 89-81-173-01 48 Conrerse Consullan~s Inlantl Empire A-2 Logs of the exploratory borings and trenches are presented in the following boring and trench summary sheets which also include descriptions of the materiais, pertinent field data and supplementary laboratory data. A key to soil symbols and terms is presented on the key sheet included as the last page in Appendix A. 89-81-~ 73-01 4~ Log of Boring No. BH-1 : Drilled: 4/23/90 :quipment: Bucket Au¢er ;~ und Surface Elevacion: 1131 feet Logged by: DCP Checked by: GFR Driving Weigh[ and Drop: See Appendix A Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAM7LE5 ~ Thia log ia part of Che rcport prepared by Convene for this project and F v 3 +~ ehould be read togeeher wikh the report. Thia iummary applies only at the ~ ~ w . U location of tha boring and at Che time o( dtilling. Subaudace conditiona LL ¢ = n i _ H may differ at other locationa and may chenge et this lacation with the W 10 1 - j.. ~ a p pmsage o( time. The data preaenLed ia a aimpliCcation of sctual conditiona H j O ~.~i > U 2 W ~ ~ o Q J encountered. ~ m m E C a O TOPSOIL - SII.TY SAND (SM), fine grained sand, - rootlets and organics throughout, dark brown -' BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE: medium to coarse grained, clayey, = weathered to 5 feet, massive, reddish brown 5 ~ ~~1 5 - 6 9 II6 ds ~0 - 7 28 92 - 5 - i - 8 9 124 0 - 25 - - IS 9 III 30 - ,~. _~ I I :'s~ Converse Consultant Inland Empire ' L P~o~e~c :vo 89-81-173-01 Drawing Yo. A-la J~ Log of Boring No. BH-i I~c : Drilled: 4/23/90 Logged by: DCP Checked by: GFR ~ quipment: Bucket Auqer ~:: und Surface Elevation: 1731 feet Driving Weight and Drop: See Appendlx A Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS sa~vies ~ Thia log ia part of Che report prepared by Convene for thia project and F v 3 +~ ehould 6e cead Logether with Che seport. This ~ummary appliee only at the ~ O W F v U bcation ot the boring and at the time o( drilling. Sub~ur[ace conditions ~ j Z _ M = may diCfer at other locetiona and mey change at thi~ location with the W N F- ~.. x ¢ Q~ pmaage of time. The daLa preaented ia a simpliCcation of actual <onditiona H Y J 3 O N t+ 4 y u W = ~ ~~ encountered. O m m F p a O ... . _ _ _ _ _ _ _ _ _ _ _ ' _ _ ' _ _ _ _ ' ' _ ' _ _ _ _ _ _ ' ' CLAYEY SILTSTONE: micaceous, unweathered, massive, otive green 5 40 81 40 End of boring at 40 feet No caving No groundwater encountered Boring backfilled and tamped 4/23/90 *ds = Direcc Shear Test ~ ~ ~ ~ I i i ~ Converse Consultant Inland Empire Projecc Na. 89-81-173-O1 Dnwing :`~o. A-lb s~ Log of Boring No. BH-2 r Drilled: 4/23/90 Logged by: DCP Checked by: GFR I auipment: Bucket Aueer Driving Weight and Drop: See Aooendlx A I n .nd Surface Elevation: 1135 feet Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES Thie log ia part o[ the report prepared by Convene for thia project and f, ~ 3 ehould be read together with the report. Thie eummary appliea only at Lhe ~ ~ ~ U locaeion ot the boring and at the Cime o[ drilling. Sub~urCace conditiona I L \ ¢ ~ N Z x H may ditfer at other locationa and may change et thia lotation with the W N F- ~~. ¢ a p pasaage ot time. The data preaented ia a simpliCcation o[ a<tual conditiona H j O N y u = ~ ~ o ~ J encounLered. ~ m m E ~ a O SO[L - CLAYEY SAND (SC): fine grained sand, minor - rootlets, reddish bro«•n _ - BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE: fine grained, weathered to about 4 _ ---- , ~ feet with pinhole voids and carbonate along bedding ~ 4 13 98 ' ~~ planes and random fractures, massive to poorly ~ olive green ; ` bedded "~^-< , ~~ Bedding at 1 foor. N34°E, 2°NW ~ SANDSTONE: fine grained, unweathered, massive ) to poorly bedded, olive green 8 6 ~ 14 6 6 ga ' ' medium grained sandstone interbeds massive - SAIVDSTONE: medium grained ,- . , , , • `- - consistency of loose sand, brown ~ ~ 4 l 125 '~ - SANDSTONE: fine grained, massive to poorly - bedded, olive green = Bedding at IS feet: N67°E, 7°NW 2S - - 8 22 102 0 ~ ---------------------------------- ' - SAIYDSTONE: medium grained, massive, ,_ consistency of loose sand, brown ~ ' ~ -------------------------------------~ SANDSTONE: medium ro coarse grained, clayey, massive, brown ~ Converse Consultant Iniand Empire Project Na. 39-81-173-01 Drawing No. A-2a ~Z' Log of Boring No. BH-2 r. : Driiled: 4/23/90 Logged by: DCP Checked by: GFR :quipment: Bucket Aueer Driving Weight and Drop: See nooendlx n ;i und Surface Elevation: 1135 fee[ Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPlES ~ Thia log is part ot the report prepued by Convene [or thia project and F v 3 ~ should be read together with the report. Thin ~ummary appliea only at the ~ O W H v U . lotation of the boring and at the time o[ drilling. Submr[ace mnditiona LL ~ ir M 2 may dif(er at other locstiona and may change et thi~ Ixation with the W N F j.. ~ Q p pansage o! time. The data preaented ia a eimpliGcation ot actual conditiona e~i J O H } U = 0 ~~ encountered. O m m E O a O SANDSTONE: fine grained, ciayey, massive, olive green 4 21 102 40 carbonate lined random frac[ures 5 30 14 IIS 0 End of boring at 50 feet No caving No groundwater encountered Boring backfilled and tamped 4/23/90 ~,~ Converse Consultant Inland Empire L Project No. 89-81-173-Ot Drawing No. A-2b ~3 Log of Boring No. BH-3 Drilled: 4/23/90 Logged by: DCP Checked by: GFR ~ auipment: Bucket Au¢er md Surface Elevation: 1166 feet Driving Weight and Drop: See nooendix n Dep[h ro Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS sa~v~es ~ Thie log ia part o( the repart prepared by Convene for thia projece and F 3 ~ ahould be read together with the report. Thia summary appliee only at the O W F ~ U location ot the boring and at Lhe time oC drilling. SubsurCace conditiona LL ¢ H ~ = may ditfer at other loeatione and may change at thia location with the W N F j.. ~ ¢ O aaaa e o( tima The data rnented i~ a eim h6cation of actual conditiom P 6 P p ~ Y 7 3 ~ ~ ~" ¢ W W ^ ~O I7 J ~ncountered. ¢ O m m O E a p,,, f p SOIL - CLAYEY SAND (SC): medium grained sand, trace gravel, roodets throughout, reddish brown - . BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE: medium grained, clayey, moderately , ~_ .,. >~--~ . . weathered to about 4 feet, massive, brown ~ ~ 6 8 I I9 5 _ `- --------------------------~ SANDSTONE: fine grained, clayey, micaceous, massive, olive green, local interbeds of inedium grained sandstone with consistency of loose sand 6 II 121 ds .J 7 8 107 5 9 9 12Z "0 25 I I 10 t3 III 30 -~ ~~ -~ I ;'1~ Converse Consultant Inland Empire ' J P~oje<t No 89-81-173-01 Drawmg ho. A-3a s`~ Log of Boring No. BH-3 irilled: 4/23/90 Logged by: DCP Checked by: GFR I ipmenr. Bucket Aueer Driving Weight and Drop: Sea Appendla A d Surface Elevation: 1166 Peet Depth to Water: none encountered SUMMARY OF SliBSURFACE CONDITIONS S AMPlES \ F This log ia part aC the report prepared by Convene for Lhie project and H ... 3 ~ ahould 6e read togather wiCh che report. Thia aummary appliee only ao the O ~ W F - U location o[ the boring and at ehe time ot drilling. Subaurface conditiona ~ ~ j Z ~ = may di[[er at othv locationa and mny change at thia location with the j Y 3 N 7~ W i a~ pma~ge ot time. The data preeented ia a~implifcation ot actuol conditiona ~ j O O ¢ a ~ ~ ~~ entauntered. ^ m m E ~ ~ I O '~~~ _ _ _ ' _ _ _ _ ' ' _ ' _ ' _ _ ' _ _ _ _ _ _ ' _ ' _ _ _ ' _ _ ' _ _ _ _ ' olive green. Grades massive ilt E , y, : s CLAYSTON ~ ~9 92 to sandstone O ; --- SANDSTOr7E: ~rie g~ained, siicy ia clayey locaIIy, massive, olive green. Local interbeds of inedium - rained sandstone with consistency of loose sand. = g , .. -_~ I -~ 35 8 ~ 117 ~ I I , ' End of boring at 50 feet I i No caving No groundwater encountered I Boring backfiiled and tamped 4/23/90 "ds = Direct Shear Test I I 1~ Converse Consultant Inland Empire rra7ecc Ivo. 89-81-173-01 urvWing . o. A-3b ~~ Log of Boring No. BH-4 ~; : Drilled: 4/24/90 Logged by: DCP Checked by: GFR ~:quipment: Bucket Aueer Driving Weigh[ and Drop: 140 Ib / 30 in und Surface Elevation: 1104 fee[ Depth to Water: none enconntered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ Thia lbg is parL oC the report prepared by Convene Cor thia project and F 3 +~ ehould be reed togethet with the reporL Thi~ aummary appliee only nt the O W F .~`. U location ot tha boring and at the cime of drilling. Sub~urface conditiona U. ¢ t+ = N 2 may dif[er at other locatiom and may change at thi~ lowtion with the W U1 H j.. ~ a p paaaage oC time. The data preaented ia a eimpliCcation oC actual conditions M j O ~ H } U = ~ ~~ encountered. O m 0 L O a O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, abundant organics, black OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine grained sand, rootlets throughout, minor pinhole voids, dark brown 4~ IO 12'_ c 5 I ~ CLAYEY SAND (SC), fine grained sand, minor silt, ~ micaceaus, brown 34 13 102 ~ c ~ ( ~ 32 9 I 10~ ~ 5 ~ i I ., fine grained silty sand interbeds z6 25 ~ i 95 I Q 25 fine grained sandy clay interbeds 19 28 93 - 30 End of boring at 30 feet No caving No groundwater encountered ~ Boring backfilled 4/24/90 I 'c = Consolidation Test ; t 1~ Converse Consultant Inland Empire L Projecc No. 89-8t-]73-01 Urawing No. A-4 ~' Log of Boring No. BH-5 I a : Drilled: 4/24/90 Logged by: DCP Checked by: GFR quipment: Bucket Au¢er i~nd Surface Elevation: 1099 feet Driving Weight and Drop: 140 Ib / 30 in Depth to Water: none encountered RY OF SUBSURFACE CONDITIONS M SAMVLES A SUM \ Thia log ie part o[ the report prepared by Converee for thia projed and F ,,, 3 -J ehould be read tagether with the report. Thia aummary appliea only at the O W 1- ~ U lo<ation o( the 6oring and at ehe time of drilling. Subaurface conditiona ~ j Z * N = may difter aC o0her location~ and may change at thie IocaLion with t e j y 3 U~i 7~. W ~ Q Q paaasge of time. The data preaented ia a eimpliGcation oC actual condi[iona ~ j p O C a H Q ~ J encountered. ~ m m E ~" O ALLUVIUM (Qal) - S[LTY SAND (SM): fine grained, ~ , brown - ~ -----------~ SILTY SAND (SM): fine grained sand, abundant pinhole voids, brown 42 5 98 5 OLD ALLUVIUM (Qoal) - SILTY SAND (SM): medium to coarse grained sand, brown 35 6 1IS 0 SII.TY SAND (SM) Cine grained sand, vace clay, micaceous, oli4e green and brown 34 10 I1~ ~ ------------------------------- CLAYEY SAND (SC): fine grained sand, micaceous, olive green 44 7 107 '0 fine grained silty sand (sm) interbeds 31 I I 108 2S 31 18 I10 - SO I End of boring at 30 feet ~ No caving I No groundwarer encounrered ', E3oring backfilled 4/24/90 ~ i ~ Converse Consultant Inland Empire ['ro~ect no 89-81-173-01 Ur~wmq :~o. A-5 `~"( Log of Boring No. BH-6 Drilled: 4/24/90 Logged by: DCP Checked by: GFR ~auipment Bucket Au¢er md Surface Elevation: 1095 feet Driving 1Veight and Drop: 140 IU / 30 in Dep[h to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPlES ~ Thia log ia part of the report preparod by Convene (or thia project and f, 3 ~ ehould be read together with the report. Thi~ iummary appliee only at the O W F ~ U location ot the boring and at the tima of dcilling. Subeurface conditiona \ j Z x t+ may di[[er a[ other locationa and may change at thi~ location wiLh the W U~ r- ~.. ~ a p paasage of time. The data preaented ia a~implifcation of ectual conditiona H j p ti y ~ _ 0 ~ o ~ J encountered. O 0 m E ~ a O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, organics and roottets throughout, dark brown 36 8 128 c ~ OLD ALLUVILIM (Qoal) - CLAYEY SAND (SC): Cine grained sand, micaceous, olive green and brown 1 ----------------- 36 13 120 ~ c CLAY (CL): sandy, in[erbeds with carbonate along ~6 17 99 S random Cractures fine grained silty sand (sm) interbeds z9 18 103 ,~ 25 37 IG 114 ~J End of boring at 30 feet No groundwater encountered Boring backfilled 4/24/90 'c = Consolidation Test ~~ Converse Consultant Inland Empire Project No. 89-81-173-01 Draw~ng No. A =6 ~g' Log of Boring No. BH-7 Drilled: 4/24/90 Logged by: DCP Checked by: GFR ~uipment: Bucket Au¢er nd Surface Etevation: 1069 feet Driving Weight and Drop: 140 Ib / 30 in Depth to Water: none encountered SUMMARY OF SUHSURFACE CONDITIONS SAMVLES „ ~ Thia log ia part of the report prepared by Convene tor thia projecL and F 3 ahwid be read together with the report Thia ~ummary appliea only at the O W 1- ~ U location of che boring snd at the time o! driiling. Sub~urCace <onditiona LL j Z * H = may di[!er ae other locations and may change at this location w~t C e W N f ~~ ¢ ~ a p paasage oC Lima The data preaenLed ia a eimpli[cation o[ actual condiLiona N J O N Y U 2 ~ ~ J encountered. ~ m m E a a O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, brown ' ------------------------------- CLAYEY SAND (SC): fine grained sand, abundant 24 rvo ae o~e~y ~ organics, dark brown 22 OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine ~ grained sand, micaceous, dark brown 34 11 120 c ~ 26 l4 10! c 29 17 103 ~~ 25 3l 29 93 ~0 End of boring at 30 fee[ No groundwater encountered Boring backfilled 4/24/90 •c = Consotidation Test :_~ Converse Consultant Iniand Empire ~ % YfOJ!<L IVO. 89-81-173-01 Urawmg ;~o. A-7 ~ Log of Boring No. BH-8 I'i i Drilled: a/29/90 Logged by: DCP Checked by: GFR luipment: Bucket Aueer Driving Weight and Drop: 140 IU / 30 in ~nd Surface Elevation: 1068 feet Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES , ~ ~ Thia log ia part of Lhe reporL papared by Comene tor thta Drojed and F v 3 ahould be reod together with the report. 'fhia mmmary applim only at Ohe ~ ~ U location of the boring and at tha time of drillina. Sub~urtace conditiona 1\L j Z *. M = mny dif(er at other locatione and may change et thie location with the W UI F 7~ ¢ Q~ paeaage of tima The data prnented ia a aimpli[cation of ectual wnditiom 7 ~ ¢ a f ~ ~ J encountered. C O m J m O L O ~ O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, minor organics and roottets, brown OLD ALLUVILJM (Qoal) - CLAYEY SAND (SC): fine SO/9" 4 119 ~ grained sand, minor rootlets and pinhole voids, bro~~n i increased moisture, minor pin-hole voids 23 ll l16 c I medium grained clayey sand (sc) inrerbeds, minor 44 ~4 I ~ ~~ i ~ pinhole voids I 34 9 I 102 ; ,~ 25 ----------- --------- - ----------------- 50/7" 17 109 ~J S A ND (SP): mediu m to coarse grained sand, bro w n End of boring at 30 fee[ I No groundwnter encountered ~ Boring backfilled 4/24/90 ~ I `c = Consolidation Test , ~ ~~ Converse Consultant Inland Empire i rro~ecc rvo. 89-51-173-OI ur~win; ~o. A-8 ~o Log of Boring No. BH-9 : Drilled: 9/24/90 Logged by: DCP Checked by: GFR I quipmenC Bucket Auqer und Surface Elevation: 1069 feet Driving Weight and Drop: 140 Ib / 30 in Depth to Water: none encountered _ SUMMARY OF SUBSURFACE CONDITIONS SAMPIES ~ Thia log ia psrt o( the ieport prepared by Convene for thie project and o 3 '~ ehould be read togeLhei with the report. TAia aummary applin only at Lhe O W F v U location oC !he boring snd at the time oC drilling. Subaur(ace conditiona I~ j Z ~ : M = may ditter at other locationa and may change at thia lotation with the W U~ h ~.. ¢ Q p paesage oC time. The data preeented ia a aimplifcation o[ actual conditiona H J O H > u ~_ ~ ~~ encountered. O m m E O a O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, organics and roodets,-brown 17 7 106 ---------------------------------- ~ ----- SAND (SP): medium co coarse grained, brown 12 17 0 --------------------------------------- 14 5 OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine grained sand, micaceous, olive green and brow n 24 3 113 li "0 CLAYEY SAND (SC): fine grained sand, micaceous, olive green 22 Il II3 2S increased moisture Z~ 91 y~ Project No. Converse Consultant Inland Empire 89-81-I73-OI Dcawmg Yo. l \ ~O A-9a Log of Boring No. BH-9 : Drilled: 4/24/90 Logged by: DCP Checked by: GFR ~CquipmenC Bucket Au¢er und Surface Elevation: 1069 feet Driving Weight and Drop: 140 Ib / 30 in Depth ro Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES , ~ ~ This Iog ia part o( the report prepared by Convene for Chia project and F ', , 3. ~' ahould be read together with the report. Thia eummary appliee only at the ~ W F: ~ U location of the boring and at the Lime oC drilling. Subeudace conditions \ j Z * ~~ = H may ditter at other locationa and may <hange ab thia location with the W 71 F- 7~ ¢ a paa~age o[ time. The data presented ia a aimplification ot actual <onditiona H J O N y u i ~ 0 ~ o ~ J encountered. K O 7 m J m O L C a ^ ~ F O local medium grained sand (sp) interbeds 0/ 10' 40 End of boring at 40 feet Let boring stabilize 8 minutes, no groundwater encountered Boring backfilled 4/24/90 ~ I ~ ~"~-~ Converse Consultant Inland Empire - Yro~ect do s9-s,-»3-oi Urowmg Vo. ~v A-9b Log of Test Pit No. TP-1 ~ i~ Excavated~ 4/18/90 Logged by: DCP Checked by: GFR I auipmenr. Backhoe Driving Weight and Drop: 'r~ ,nd Surface Elevation: 1147 feet Depth to Water: none encounteied ~ SUMMARY OF SUBSURFACE CONDITIONS SAMPLES \ F ~ Thia log ia part ot Che ceporL prepared by Comene Cor thia project and r „ 3 +~ should be read toQether with the report. Thin eummary applie~ only at the ~ W F w U location of the test pit and at the tima o( excsvation. Subsurface con itiona \ J '+ Z a M = may differ at other locationa and may change nt thia location with the j y 3 N ~'« W Q p p~saage of tima The daLa presented ia a aimplifiution of actual conditiona ~ j J O R a t=- ~ Q j en<ountered. ~ m m E O ~ O OLD ALLWIUM (Qoal) - SILTY SAND (SM): medium % grained sand, loose, moist, brown ' ~ ~ ------------------------------------- CLAYEY SAND (SC): fine to medium grained sand, rootlets and pinhole voids throughout, loose slight(y moist, reddish brown 5 BEDROCK - PAUBA FORMATION (Qp) ~ SANDSTONE: fine to medium grained, silty, weathered, massive, dry, moderately hard to hard, dark brown End of test pit at 5.5 feet No caving No groundwater encountered Test pit backfilled 4/t8/90 SCALE: t"=6' (H=V) TT~' ~F~ 'T i; j ./ .. /. Q i / / SKETCH ~4_`~ 1~ _ / .~i ~~ % ~~~ Converse Consultants Inland Empire ' 'J Projec[ No. 89-81-173-01 ~ : N28°E Drawinq No. A-10 63 Log of Test Pit No. TP-2 : Excava[ed 4/18/90 Logged by: DCP Checked by: Gi'R quipment: Backhoe Driving Weight and Drop: i und Surface Elevation: 1103 feet Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SNIPLES , ~ Thia !og ia part of the report pcepared by Convene Cor thia projetk and . f. 3 +~ ahould be read CogeLher with the report. This eummary appliea only aL the O W F- ~ U location of the teet pit and at ehe time oC excavaLion. SuEsudace condiLions \ j Z x r = may di[fer at other locatione and may <hange at thia location with the W vl H 7~ ¢ Q p paaaage o[ time. The data presented ia a aimplifcation of actual conditiona H j O M y U 2 O O~J encountered. ~ m m E ~ a O ALLUVIUM (Qal) - SILTY SAND (SM)/CLAYEY SAND (SC): interbedded, fine to medium grained sand, very moist, loose, reddish brown 5 .0 BEDROCK - PAUBA FORMATION (Qp) highly micaceous, SANDSTONE: fine grained , - soft, olive very mois[ massive wea[hered moderaret , , , y i reen End of boring at 14S fee[ No groundwa[er encountered ~tinor cavinQ 3 to 4 feet Tes[ pit backfiiled 4!18/90 SCALE: 1'=6' (H=V) SKETCH + ; N3fi E .' /. ." ~ " . . ~/. , ~. ~ ~ , ~ . Qoal / i ! ~ j f. . ,. / . ~~~ ', , ..., . ..QP .. . Yro~ecc No. Drow~ny iVO. Converse Consultants Inland Empire g9-81-173-0t A-11 ~ Log of Test Pit No. TP-3 Excavated• 4/18/90 Logged by: DCP Checked by: GFR auipment: Backhoe nd Surface Elevation: 1089 feet Driving Weight and Drop: Dep[h to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPlES \ F Thia log is pnrCOf Lhe report prepared~ by Convene [or thia ptoje<t and f. „ 3 +, ahould be read together with Lhe report. This ~ummary appliee only aL the O W ~ ~ U location of the teat pit and a0 the time ot excavetion. Subsurface eonditiona ~ j Z x ~ M may differ at aLher locationa and may changa nt thia locstion wrt t e j Y 3 N ~~« W. a Q~ pns~age ot tima The data prmmted ia a simplification oC actusl conditiona ~ ? p O y~ a F Q ~~ encountered. ~ m m E O ~ O ALLUVIUM (Qal) - SILTY SAND (SM): fine to ' medium grained sand, very iittle sitt, well sorted, ~ moist, loose, brown ' ----------------' ~-------------------- abundant d sand i , ne CLAYEY SAND (SC): fine gra organics, very moist, loose, black 5 OLD ALLUVIUM (Qoal) - SII.TY SAND (SM): fine grained sand, pinhole voids and rootlets throughout, dry, dense, reddish brown. Lower 2 feet appears [o be reworked Pauba Formation. ~ - BEDROCK - PAUBA FORMATION (Qp) - . weathered ilt i d , y, , s ne SANDSTONE: fine gra - - massive, dry, soft, brown End of test pit at 12 fee[ No groundwater encountered No caving Test pi[ backfilled 4/18/90 3CALE: 1' =6' (H=V) SKETCH ~-. N88°E - - Qai _ ~ . - ~ - . ~ . ~ ~ ~ Topsoil~ ; ~ . , ~ • Q ~1' .,:Q !-~ Converse Consultants Inland Empire . ~ Yra~ect Yo. 89-51-173-Oi llr~wing ~vo. A -12 6~ Log of Test Pit No. TP-4 Excavated: 4/18/90 Logged by: DCP Checked by: GFR auipment: Backhoe ind Surface Elevation: 1088 feet Driving \Veight and Drop: Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDI"['IONS SAMGlES ~ , Thia log ia part oC the repor0 prepared by Convene [or thia project and F 3 +' ~ ehould be read together with the report. Thia ~ummary applie~ only at the O W !- ~ U location oC the teat pit and at the time o( excavation. Subeudace conditiom ~ j Z x ~ H = msy di(ter at o[her location~ and may change at thia locstion wit t e W 41 h 7~+ ¢ Q p paaaage of tima The daLa preaented ia a simplification of aUUal conditiom N K J 7 O J N O Y U K a i F- ~ Q~ entountered. G 0 m E ~~+ O ALLUVIUM (Qal) - SILTY SAND (SM): fine to medium grained sand, minor silt, moist, loose, brown TOPSOII. - CLAYEY SAND (SC): fine grained sand, abundant organics, very moist, loose, black ~ OLD ALLWILJM (Qoal) - SII.TY SAND (SM): fine grained sand, pinhole voids, massive, dry, soft to moderatety hard, brown ~ - . BEDROCK - PAUBA FORMATION (QD) - SANDSTONE: £ine grained, silty, weathered with - minor pinhole voids, massive, dry, soft to modera[ely - hard, brown End of test pic at 13 Cee~ No groundwater encouncered No caving Test pit backfilled 4/18/90 KETCH ~ ° SC ALE: t' = 6' (H=V) S - : S8 1 E • Qal ~ ~ ~. . ~. -- - : . ~ -- ~ j Tcspso~ . ~ . Qoal ~ P: .' .. !~~ Converse Consultants Inland Empire ` 'J ~- rraJec< <~o. s9-a~-n~-o~ urawmg no. A-13 ~~ Log of Test Pit No. TP-5 I ~ : Eacavated: 4/18/90 Logged by: DCP Checked by: GFR ~ quipment: Backhoe ~ c und Surface Elevation: ]102 feet Driving Weight and Drop: Depth to Water. none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMVLES ~ , Thie log ia parL of the repart prepared by Convene for Lhia project and F 3 N ahould 6e rend together with the report. This ~ummary applie~ only at the O W i- ~ U location o[ the eot piL and at Lhe time o[ excawtian. Subsurfaee conditiom ILL ~ Z • : N = may diCfer at oLher locationa and may change at thia location wiLh the j Y 3 N ~ ~. W ~ Q p pmaage o[ time. Tha data preaented is a simplification o! actual conditionn ~ ? p o ~ a ~ ~ ~ J encountered. ~ m m E ~°' O , ALLUVIUM (Qal) - CLAYEY SAND (SC): fine grained sand, abundant rootlets and~organics, very moist, loose, black OLD ALLUVILJM (Qoal) - SII.TY SAND (SM): fine 5 grained sand, open voids, minor rootlets and root clasts, dry, very dense, reddish brown; voids decrease with depth '~ '' _; BEDROCK -PAUBA FORMATION (Qp) - SANDSTONE: fine grained, silty, modera[ely - - weathered, massive, slightly moist, soft, dark bro~vn End of test pit at 12 feet No caving No groundwater encounrered ' ackfillpri d/IR/9(1 SCALE: 1'=6' (H=y) SKETCH ~: 370°W '. . . /. ~. . ~. /' ~ : ~~~ ~ ~ ~ . . .. . • Qal ~ ~ /. i i " . ~ . . i ~ . ..: Qoal -~- _ • P ;:.:~:~. ~`~~-~ Converse Consultants Inland Empire / Projett No. s9-si-i~3-oi Drawing Vo. A-14 6~ Log of Test Pit No. TP-6 ~ ~~ : Excavated: 4/18/90 ~'quipment: Backhoe I'~~ und Surface Elevation: 1108 feet Logged by: DCP Checked by: GFR Driving Weight and Drop: Depth to Water. none encountered SUMMARY OF SUBSURFACE CONDITIONS sanv~es ~ Thia log ia part otlhe report prepared by Convene Cor thia project and f, V 3 *~ y. ahould be read together with the repor0. Thia eummary applin only at the ~ O W V- U ~ location o( the test pit and at the time o[ excavation. Subsurface conditiona I~ \ ~ f+ . a may di(fer at other locations and may change et this location with the W t n H j.. ~ . Q p passage of time. The data preaenLed ia a simpliGcation ot actual conditiona ~ j O ~ ~ J encountered. O m m O E ¢ a O ~ f O ~ ALLUVIUM (Qai) - SILTY SAND (SM): fine ro medium grained sand, rootlets throughout, moist, loose, dark brown 5 OLD ALLUVNM (Qoal) - SiI,TY SAND (SM): fine grained sand, pinhole voids and rootiets throughout, dry, very dense, brown ~ BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, silty, moderately weathered, massive, slightty moist, soft to moderately hard, reddish brown End of test pit at 10 Ceet No groundwa[er encoun[ered No caving Tesc pic backfilled ~3/13;90 SCALE: t'=6' (H=V) SKETCH ~ : 97b'W .. Qa~ ~ ~. ' Qoal T~~ ~;~ Converse Consuitants Inland Empire ~ J Yroject No. 89-8t-173-01 Drawmg No. A-15 ~g Log of Test Pit No. TP-7 '~a ; Excavated: 4/18/90 Logged by: DCP Checked by: GFR I iquipmenr. Backhoe ~;~ und Surface Eleva[ion: 1099 Ceet Driving Weight and Depth ro Water. none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES Thia iog ia part of the report prapared by Convene for thie project and F, ~ v 3 +~ ~ ehould be read Logether with the report. Thia eummary appliea only at the ~ ~ ¢ H . U tocation o( the tnt pit and ae the time of excavaCion. Sub~udace conditione I L ~ _ M = may differ at other locstiona and may change et this location with the W m F - j.. ~ y Q p pmaage at time. The data preaented ia a aimplifi<ation oC actual conditiona n~a J O N Y U = ~ ~ J encountered. O 0 m E p a p ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, open voids and rootle[s throughout, dry, loose to medium dense, light brown; previously cultivated OLD ALLL7VIUM (Qoai) - SILTY SAND (SM): fine grained sand, minor open voids, dry, dense, dark S - brown BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, silty, unweathered, massive, dry, moderately hard, dark brown End of test pit at 6 fee[ No caving No groundwater encountered Test pit backtilled 4/18/90 ~ ~~ Converse Consultants Inland Empire r~ 39-81-173-01 A-16 Log of Test Pit No. TP-8 '~a Excavared: 4/18/90 Logged by: DCP Checked by: GFR quipment: Backhoe r ind Surface Elevation: 1083 feet Driving Weigh[ and Drop: Depth to Water. none encountered SUMMARY OF SUBSURFACE CONDITIONS sanPies „ , \ Thia log ie part of the report prepared by Convene for thie projecC and F, 3 +~ ahould be read together wiCh the report. Thi~ eummary spplin only at the O W f 4 U locetion o[ the tnt pit and aL the time o! excavation. Subeurface mnditione ~ j Z * N a may ditCer at other locationa and msy chsnge at this location with the j y 3 v~I ] t- W. a ¢ p pa~~age ot time. The data preaented is e ~implifiention of actual conditions ~ j p ~ a ~ ~ ~ J enmuntered. ~ m m O E O ~ O ALLUVIUM (Qal) - SAND (SP): fine to medium grained sand, trace silt, well sorted. moist, loose, brown TOPSOIL - CLAYEY SAND (SC): fine grained sand, loose very moist anics nd or l t , , , g s a e abundant root 5 black OLD ALLUVILIM (Qoal) - SILTY SAND (SM): fine grained sand, minor pinhole voids, dry, dense to very dark brown nse d _ , e BEDROCK - PAUBA FORMATION (Qp) CLAYEY SILTSTONE: micaceous, weathered, massive, upper 1 foot very clayey, moiat, soft, olive green End of [est pit at 9 feec No groundwater encoun[ered ~ No caving Tes[ pit backfilled 4/I8/90 ~ ~ SCALE: 1'=5' (H=VJ SKETCH • ; S71°E ~ - I . Qal . •, ~ . opsoil ~ ~ • . . . : Qoal . : ~~ I I ~ ~ ,~ Converse Consultants Inland Empire L rro7ecc no 89-8I-I73-O1 Urawirtg :tio. A-17 ,o Log of Test Pit No. TP-9 I:i Excavated: 4/18/90 I auipmenC Backhoe ~ r< nd Surface Elevation: 1071 feet Logged by: DCP Checked by: GFR Driving Weight and Drop: Depth to Wa[er: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ Thia log ie pnrt of Cha reporL prcpared by Convme Cor thia project and - o 3 +' nhould be read together with ehe reDort. Thia summary eppliea only at Che O W ~ v U location oC the tent pit and at the time ot e~cwvation. Subsudace conditiona ~ LL ~ Z * M may dif[er at other locstiona and may change at thia locntion with the W N ~- 7~ ~ a Q p pasnege of time. Tha data preeented ia a ~implification oC a<tual conditiona ~ j O o } a F ~ ~~ encountered. G m m E ~ ~~ O ALLUVIiTM (Qal) - S1LTY SAND (SM): fine grained sand, minor silt, well sorted'sand, foose, moist to 1 Foot, dr below, brown OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine grained sand, minor pinhole voids, dry, very dense, brown 5 End of boring at 5.5 feet No caving No groundwater encountered 'Cest pit backfilled 4/18/90 I SCALE: 1'=5~ cr+=v~ SKETCH ~ ; s~s°w I . Qa1 . .. , . . . : Qoal . . . ~' : ` . . !-~ Converse Consultants Inland Empire ~ J Ptojett No. 89-81-173-01 Drawing ~lo. A-18 ~1 Log of Test Pit No. TP-10 >a Excavated: 4/14/90 Logged by: DCP Checked by: GFR ~:quipment: Backhoe ~;r~ .nd Surface Elevacion: I101 feet Driving Weight and Drop: Depth to Wa[er. none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ ~ - Thie log ia part oC the report prepared by Convene (or thia project and F v 3 +' ~ ahould be read together with the report. This aummary appliea only at the 0 O W H ~ , U lowtion ot the teet pit and a[ the tima oC excavation. Subaurface condiLions ~ j Z * N = may differ at ather locatione and may change at thia lxation with the W m H >.. ¢ Q~ pmaage of time. The data preaented ia a simplification of acLUal conditions ~.~a J O i-Ni y u = ~ ~~ encountered. ~ m m E ~ a O TOPSOIL - SILTY SAND (SM): fine grained sand, abundant organics, very moist, loose, black OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine grained sand, root(ets are oxidized to about 3 feet, minor voids, drv, dense, brown 5 End of tes[ pit at 5 feet No caving No groundwater encountered Test pit backfilled 4/19/90 SCALE: 1'=5' (H=V) SKETCH ~ : N15°E To _ _ soil --- ~ . " . : Qoal . ; l ~ ~ I i : ~ ~ Converse Consultants Inland Empire ~ ~~ Ptoject No. 89-51-173-01 Drawing No. A-19 ~~ Log of Test Pit No. TP-11 Excavated• 4/19/90 Logged by: DCP Checked by: GFR auipment: Backhoe Driving Weight and Drop: n.nd Surface Elevation: 1098 feet Depth to Water. none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ ~ Thia log ia part ot the repore prepared by Convene for thia project and F ~ 3 y ehould he rend Logether wiLh Che report. Thia summary appliea only at the O W F ~ ~ U location o[ tAe teat pit and at the time o( excavation. SubeurCace conditions \ ~ Z x N = may dit[er at other locationa and may change at ehia locstion wiCh the W Yt f 7.+ ¢ a~ paa~age o( time. The daLa preeenLed ia a aimplification oC actual conditiona N 4- W ~ ~~ encounLered. C m m ~ p a O ALLUVILIM (Qal) - S[LTY SAND (SM): fine grained sand, rootiets throughout, loose, moist, dark brown OLD ALLiJVItJM (Qoal) - SII.TY SAND (SM): fine grained sand, rooUets ro 3 feet, minor voids, dry, w ~ b d ~ n ro ense_ dense to very 5 ` __ - CLAYEY SAND (SC): fine grained sand, minor pinhole voids, slightly moist, very dense, dark brown End of test pit at 6 feet No caving No groundwater encountered Test pit backCitled 4/19/90 SCALE: 1'=5' (H=4) SKETCH ~ : N85°W ~. ~ ~ ~Q$~ _ ~ I Qoal - .. /- -. - - i: . ~ Converse Consultants Inland Empire Project No. 89-8I-t73-OI Drawinq Vo. A-20 ~3 Log of Test Pit No. TP-12 Excavated- 4/19/90 Logged by: DCP Checked by: GFR tuipment: Backhoe ind Surface Eleva[ion: 1089 fee[ Driving Weight and Drop: Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ , ~ Thia log ia part o( the report prepnred by Converse for thie project and F. v 3 +~ ehould be resd together with Lhe report. Thia summary appliea only at the ~ O W F v U locaeion of the tnt pit and at the time oC excavation. Subaurface <ondiliona ILL ~ Z ~ M = may ditCer at other locatione and may change at thie location with the W ~ Y In 3 1- N 7~+ Y- W Q~ pmenge ot Cime. The data preeented ia a aimplification o[ actual conditiona ~ j p O } a F W p ~~ C7 J encountered. ~ ~ m m E ~ ^~+ O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained b l rown oose, sand, minor organics, moisr, SILTY SAND (SM): fine OLD ALLUVILIM (Qoal) - grained sand, roottets to 2.5 feet, minor voids, dry, very dense a[ 2.5 feet down, brown; near refusal with backhoe End of test pit a[ 3 feet No caving No groundwacer encountered Test pit backfilied 4/19/90 SCALE: 1'=6' (H=V) SKETCH ~-; S28°E . Qoal . ' . - ~ Converse Consultants inland Empire rro~ec~ ~~o. 89-81-173-01 ur>w~ng t~o. A-21 14 Log of Test Pit No. TP-13 j a Excavated: a/19/90 ~ quipmenC Backhoe ~ r ind Surface Elevation: 1084 feet Logged by: DCP Checked by: GFR Driving Weigh[ and Drop: Depth to Water: none encodntered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ , ~ Thia log ia part of the report prepared by Convene [or this project and F 3 +~ ahould be read together wiLh the report. Thie eummary appliee only at the O W F .~`. U location ot the teat pit and at the time o[ extavation. Subaurface conditions LL j Z * N mey ditfer at other locationa and may change nt thie location with the W ~ UI F- 7~ ¢ a Q p pmeage o[ time. The data preaented is a eimplification o( actual conditione i. i J O ~ y U Z p ~~ encountered. R O 7 m J m O L tt a ~~+ H O ALLUVIUM (Qal) - SAND (SP): fine to medium grained sand, moist, loose, brown TOPSOIL - CLAYEY SAND (SC): fine grained sand, moist loose to t to ver i i y , cs, mo s abundant organ 5 ,,:~ medium dense, black BEDROCK - PAUBA FOIZMATION (Qp) SANDSI'ONE: fine grained, silty, micaceous, moderately weathered, massive, moist, moderately hard, reddish brown End of test pit at 6 feet No caving No groundwater encountered test backfilled 4/19/90 SCALE: 7'=5' (H=V) SKETCH r ; SB~W . : . Qal ~. ~ : / ~ ~ ~ - Topsoil. .' - ' ..~: /' - ~: '- . QP.. - ', - ~~~ Converse Consultants Inland Empire 1'roJet[ rvo 89-81-1;3-Ot uraw~nR Ino. A-22 ~5~ Log of Test Pit No. TP-14 ar Excavated~ 4/19/90 Lo;ged by: DCP Checked by: GFR ~ auipmenC Backhoe ~ rc nd Surface Elevation: I079 feet Driving Weight and Drop: Depth [o Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ ~ , ~ Thie log ia part ot the report prepared by Camene for thie project and O ~ 3 +~ ehould be read together with the report. Thia summary appliee only at [he O W F ~ U locetion o[ the teat piC and st the time of excavation. Subsurtace conditiona ~ - j Z * M = may diC(er aL other locations and may change st thia location with t e j y 3 N ~ 4. W ~ O P~eage o( time. The data preaented ia a simplification of actual conditiona ~ j J O ¢ a f W ~ ~ J encountered. 0 m m E ~ ~ O ALLUVIUM (Qal) - S1i.TY SAND (SM): fine grained sand, moist, loose, brown TOPSOIL - CLAYEY SAND (SC): fine grained sand, - abundant organics, slightly moist, loose, dark brown BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, moderatety weathered, massive, slightty moist, soft ro moderately hard, brown End of test pit at 4.5 feet No caving No groundwater encouncered Test pit backfileld 4/19/90 ' I SCALE: 1'=5' (H=V) SKETCN ~-. ~Z~E I Qal ! : , ;' . Topsoil . i ' ~ .: C`" ~ Converse Consultants Inland Empire ~ Pro~ect No. 89-SI-173-01 Urnwio3 Yo- A-23 ~6 Log of Test Pit No. TP-15 ~a Excavaced• 4/19(90 Logged by: DCP Checked by: GFR I~quipmenr. Backhoe Driving Weight and Drop: :r ind Surface Elevation: 1079 feet Depth to Water: none encountered MMARY OF SUBSURFACE CONDITIONS SAMPLES SU \ F Thia log is pnrt of the report prepared by Convene for thia project and F „ 3 ++ ahould be read together wiLh the ceport. This aummary appliee only at the ~ O W F v U location o( the Lnt pit and at the time ot excavation. Su6aurface condiCiona ~ j Z * M = may diRer at okher locationa and may change at thia location wiLh t e j Y 3 ~ i ~~r W Q p paaaage of time. The data preaented ia a aimplifcation ot actual conditions ~ j O Q ~ a H ~ ~~ encountered. O m m L ~ ~ O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, moist, loose, brown - OLD ALLUVNM (Qoai) - SILTl' SAND (SM): fine rootlets to 3 feet, minor open voids d i d , san , gra ne _ moist, very dense, brown; near refusal with backhoe End oP test pit at 4 feec No caving ' No groundwater encountered ' Test pit backfilled 4/19/90 SCALE: 7'=5' (H=V) SKEIGH Qal , : Qoal ~ ~ ~ . Pro~ect No. ~ 386W Drawing No. ~ ~~ Converse Consultants Inland Empire 89-81-173-01 A-24 `~1 Log of Test Pit No. TP-16 ~a : Excavated: 4/19/90 Logged by: DCP Checked by: GFR , iquipmenr. Backhoe ;i lnd Surface Elevation: 1073 leet Driving Weight and Dro Depth ro Water: none encoun[ered SUMMARY OF SUBSURFACE CONDITIONS sa+v~es „ . ~ +~ ~ ~ U M = Q p ~~ Thia log ia part of the report prepared by Convene for thia project and ehould be read together with the reparL. Thia ~ummary appliea oniy at Lhe location of ihe tes! pie and at ehe time o[ excavation. Subaudace conditiona may difter at oeher Ioc>tions end may change et thia location with the paaaage oC time. The data preeented ia a simplification ot actual conditions encountered. W H K ~ J 7 m F Q \ In O J m W j F H O L 3 F Z ~.~. } U Q a O ~ X ~ 2 F O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, moist, loase, brown TOPSOIL - SILTl' SAND (SM): fine grained sand, - abundant organics, moist eo very moist, loose, dark - broWn BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine to medium grained sand, ctayey, moderateiy weathered, massive, very moist to 4 feet, moist to 4.5 feet, soft to moderately hard, brown End of cest pit at 4.5 fee[ No caving No groundwater encounrered Tesc pit backfilled 4/l9/90 • SKETCH "~ e°w SC AI.E: 7 = s cH=v~ . : I _ I Qai ~-- ---' ~ .~ ~ Topsoil' QP :.~ ;~~ - I I ~ I ' -''~r Converse Consultants Inland Empire C~ Proje<c No. 89-81-173-01 Dr~wing No. A-25 ~8 Log of Test Pit No. TP-17 I' >~ : Excavated: 4/19/90 Logged by: DCP Checked by: GFR iquipmenr. Backhoe Driving Weight and Drop: ;i ~nd Surface Elevation: 1103 feet Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ , ~ ~ Thia log ia part o( Che repott prepared hy Convene for thia project and O 3 +' ahould be read together with the reporL. Thia~ aummary appliee only af [he ~ W F ~ U lo<ation o[ the tot pit and at the eime o[ excavation. Subeudace conditione ~ ~ Z * H = may ditCer at other locatiom and may change at this IocaLion with She W ~ m 1- 7~ ¢ ~ a~ pasaage o[ time. The data preaented ia a aimplilcation of actual <onditiona ~. i J O N Y U L ~ ~~ encountered. K ~ J m J m O E K O_ ~~ !- O TOPSOIL - SII.TY SAND. (SM): fine grained sand, abundant organics, very moist, loose, dark brown --. BEDROCK - PAUBA FORMATION (Qp) ' SANDSTONE: fine grained, silty, moderately weathered, massive, moist, moderately hard, brown End of test pit at 3.5 feet No caving No groundwater encountered I Test pit backfilled 4/19/90 I ~ , I I I SCALE: t'=5' (H=V) SKETCH Topsoil _ = ~ _' -- \=~~~~.. .. _ QP. ~1~ Converse Consultants Inland Empire Projea No. s9-s~-~~3-oi ~-' S46'W Drawinq No. A-26 / \ Log of Test Pit No. TP-18 : Excavated: 4/19/90 Logged by: DCP Checked by: :auipment: Backhoe und Surface Elevation: 1071 feet Driving Weight and Drop: Dep[h to Water: none encoun[ered FR SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ , ~ Thia log ia part of the reporC prepared by Convene Cor this proje<t and ~ v 3 +, ahould be read together with the reporC. Thia aummary appliee only at the ~ O W r ~ U location o[ the test pit and at the time o( ezcavation. Sub~ur(ace conditiona ~ j Z x - - N 2 may ditfer at other locationa and may change at this location with the W ~ Y u1 3 1- UI ~.. 4 W a a Q p paaaage o! time. The data presented ia a aimpliCcation of actual conditiona ~ j p ¢ a f Q ~ J encountered. O m m O E O ~ O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained - sand, moist, loose, brown - BEDROCK - PAUBA FORMATION (Qp) - silty, moderately SANDSTONE: medium grained _ , weathered, massive, dry to siightty moist, moderately hard, brown; scour and fiil channel features End of test pic at 4 feet No caving No groundwater encountered Test pit backfilled 4/19/90 ~ SCALE: t'=5' (H=V) SKETCH ~-; S40°E ~ ~( al . . --.:. : ~:.. , . :• . :~:' . - ~22P.~ Converse Consultants Inland Empire rro~ecc i~o 89-81-173-01 ur~winq .vo. ~ W A-27 Log of Test Pit No. TP-19 >~ : Excavated: 4/19/90 Logged by: DCP Checked by: GFR :m~ipment: Backhoe Driving Weight and Drop: 3:_und Surface Elevation: 1083 (eet Depth ro Water. none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPlES ~ Thia log ia part of the report prepered by Convene for 6hia project and F ~ v 3 " a ahould be read Oogether with the repoct. This summary applim only at the ~ ~ , ti location o[ the teat pit and at the time o! excavation. Subaurface wnditions i L ~ i.~i ' 2 may difCer at other locatiom and may change at thie location wiLh the W . rj F Z ] „ ~ ~ a ¢~ paa~age of time. The data proented ia a aimplification o[ actual canditions N J O H >- p = ~ ~ J encountered. O 0 m E O a O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, abundant organics, very moist to wet, seep at 2 feet, with minor caving, brown - BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, silty, moderately weathered, massive, moist, soft to moderately hard, brown End of test pit at 3.S feet Caving as noted No groundwater encountered Tes[ pi[ backfilled 4/19/90 SCAIE: 1'=5' (H=V) SKETCH ~ ; N85°E Qal . ~ ~ ~~ "-' . QP ~ :~ . ^ Yrolect Nu. Drawmq No. Converse Consultants Inland Empire S~ C~ 89-81-173-Ot Q-2$ Log of Test Pit No. TP-20 ~a Excavated: 4/20/90 Logged by: DCP Checked by: GFR q~~ipmenr. Backhoe Driving Weight and Drop: r.,ind Sucface Elevation: 1080 feet Depth to Water. none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES Thia log ia part o! Che report prepared by Convene for this ptoject and F ~ 3 ~ should be read together with the rcport. This summary appliea only at Lhe O W h ~ U lo<abion of the tmt piL and at the time o[ excavaLion. Subsutface wnditiona LL ~ r 2 may dif[er at othcr locationa and may chsnge at thia lxation with the W m H j.. ~ a ¢~ paaaage of tima The daLa preaented ia a aimplification of satual conditiona H J O H } p = ~ ~ J encountered. p m m ~ ~ a 0 ALLUV[UM (Qal) - SILTY SAND (SM): fine grained sand, abundan[ organics, moist, loose, brown OLD ALLUVIUM (Qoal) - SII.TY SAND (SM): fine grained sand, rooNets and organics to 4 feet, minor pinhole voids, dry, very dense, brown 5 End of test pit at 6 feet No caving No groundwater encountered Test pit backfilled 4/19/90 SCALE: 7•=s cH=v~ SKETCH . ; seo°w ~ Qal ~ -J - - Qoal • . : I ~ ~ ~ Yro~ec[ No. Drawmg Vo. ~ : Converse Consultants Inland Empire g2 .~ s9-s~-~~~-o~ A-29 Log of Test Pit No. TP-21 ,~a Excavated: 6/20/90 Logged by: DCP Checked by: GFR q••~pment: Backhoe Driving Weight and Drop: :r„and Surface Elevation: 1134 feet Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ This log ie part o[-the reporL prepared by Convene [or this project and F v 3 +' L ehould be read together with Che reporC. This eummary appliea oniy at the ~ O W F U lotation o[ the Lmt pit and at the time ot exeavation. Subaurface conditiona LL \ ¢ = ~+ a msy differ at other locstions and may change at this location with the W I tl 1 - j... ~ a~sa e of time. The data reaented ie a sim I~fication of a<tual conditiona P H P P ~ Y ~ 3 ~ N ~" ¢ a w 2 n Q O encountered. R O m m O F p„ h - p LANDSLIDE DEBRIS (Qls): disturbed sandstone layers, fine to medium grained, increased moisture with depch, soft, oxidized, brown and reddish brown ~ ~ develo Poorl ed N7°~V 36°S Pl 10 Slid 5' y p , . ane - . e - - striations plunge directly down slide plane, 1 I/Z inch thick ciayey gouge BEDROCK - PAUBA FORMATION (QD) SANDSTONE: fine to medium grained, silry, slighdy weathered, unoxidized, massive, slightly moist, moderately hard, olive green End of tes[ pit ac 12 fee[ No groundwater encouncered No caving Test pit backfilled 6;20/90 SCA~E:7•=,o•cH=v~ SKETCH f ; sea°w I ~~ S ~ Q~S , ; 1 , 8ilde Plene , : n Converse ~:/ Consultants Inland Empire Prnjett No. Drawing No. 89-81-173-01 /a-3~ CJ~ Log of Test Pit No. TP-22 ~: ~ Excavated: 6/20/90 Logged by: DCP Checked by: GFR I :r^ipmenr. Backhoe ~;...und Sur£ace Elevation: II41 feet Driving Weight and Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS sanv~es I Thi~ log ia part oC the report prepared by Comene for thia project and F ~ v ~- ~ ahould be read toQether with the report. Thi~ aummary appliea only at the 0 3 ' U ~ location oC the teet pit and at the Cime of excavation. Subaurface condition a I~L ~ i.~i _ 2 may differ at oeher locationa and may change at thie location with the W \ N J I- Z ~„ Y ~ p, a p paeeage oC time. The data preeeneed ia a simplification o[ actual conditiona H j O H ~ ~ W _ n ~~ encountered. Q m m ~ O a Q LANDSLIDE DEBRIS (Qls): disturbed • sandstone beds, fine to medium grained, increased moisture with depth, soft, oxidized, brown and reddish brown ~ ~ 15'-Slide Piane - N30°1V, 39°S1V. 2 inch thick striated I ~ clayey gouge. Striations are random. May be plane of differential adjustment of bedrock layers BEDROCK - PAUBA FORMATION (Qp) I 5 SANDSTONE: fine to medium grained, silty, slightly ~ I 1 weathered, unoxidized, massive, slighdy moist, ~ _ moderacely hard, otive green and moded brown I End oC test pit at 17 feet No groundwa~er encountered I i _ No caving Tes[ pic backfiiled 6/20/90 I I SCALE:1•= io•cr+=v> SKETCH ~----: s~o•w _ ` ' Q~s s . ~ , . ~ I S S Sllde Plene S ~ . I i QP i ~ I ~ ., ~-~o~~« ,,, u~:,w,~,; ,,, = .n Converse Consultants Inland Empire `~ s9-s~-i~;-oi A-31 Log of Test Pit No. TP-23 ~a Excavaced: 6/20/90 Logged by: DCP Checked by: GFR q~~~pmen[: Backhoe Driving Weight and Drop: r..~nd Surface Eleva[ion: ~157 feet Depth to Water: none encauntered ,+ w a W ~ i SUMMARY OF SUBSURFACE CONDITIONS SAMVlES ~ This log ia part of the report pre0%~ed by Conrme Cor thia projett and f, v 3 ehould be read toge6her with the report. Thie summary appiiee only at the ~ o w ~ U loeation of the teet pit and at the time o[ excavation. Subeurfa<e conditiona LL. \ ¢ t+ = may ditCer at other locations and may change at thia locaLion with Che W V J f j.. ~ ¢ o a~sa e of time. The data reaented is a eim IiCicaCion of actual conditions P 6 P P ~ ¢ Y j 3 ~ N o ~` ¢ W ~~ en<ountered. O m m E a O ~ H p SLIDE DEBRIS ?(Qls): disturbed appearing sandstone layers, fine to medium grained, increased moisture with depth, soft oxidized, mott(ed brown, Possibly deeply ) weathered bedrock. BEDROCK - PAUBA FORMATION (Qp) ~ SANDSTONE: fine co medium grained, slightly ~ weathered, unoxidized, massive, slightly moist, - moderately hard, olive green ~ No groundwa[er encounrered End of tes[ pit at 17 feet Tes[ pit backfilled 6i20/90 No caving I SCA~E:1'=10'(H=V) SKETCH ~ : s~,°w ~ w Projecc No. Drawing No :,~ Converse Consultants Inland Empire ~~=~ 89-81-t73-O1 A-32 a~ Log of Test Pit No. TP-24 I~a Escavated: 6/20/90 I quipment: Backhoe ~ r ~nd Surface Elevation: 1122 feet Logged by: DCP Checked by: GFR Driving Weight and Drop: Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPlES Thia log ie part of Che report prepaced by Converae for thia project and F ~ 3 ~ ahould be read together with Lhe reporb. Thia ~ummacy appliea anly at the O W F U locstion of the taat pit and at the time of excavation. SubaurCue condieions LL ¢ `. = may di(fec at other lacations and may chan¢e at this Iocation with the W co H j„ ~ a Q~ passage ot time. The data preaented ia a eimpli(cation oC actual <onditions ~-~i J O H } ~ _ O ~ J encountered. p m m L O a O SOIL - CLAYEY SAND (SC): fine to medium wn t w eddi h b k b d i d d d o r ro ar ro s n ense, gra ned san , ry, OLD ALLLJVIUM (Qoai) - SILTY SAND (SM): medium to coarse grained sand, weathered to about 5 feet, ' horizontal stracification, dry, loose to medium dense, ligh[ brown .~ End of ces[ pi[ at 12 leec No caving No groundwater encountered Test pit backfilled 6/21/90 iCALE:t'=10'(H=V) SKETCH ~-; S~o°W / / SOiLISC) ~~` ~ ~ ~ Qoal I .: . I ~ Converse Consuitants Inland Empire i Pro~ec[ No 89-81-t73-UI DrawmK Nn ~ A-33 I Log of Test Pit No. TP-25 -a Excavaced: 6/20/90 Logged by: DCP Checked by: GFR a~~ipment: Backhoe i, r_lnd Surface Elevation: I122 feet Driving 1Yeight and Depth to Wa[er: none encountered SUMMARY OF SUBSURFACE CONDITIONS sana~es Thia log ie pazt oC the reporL prepared 6y Convene (or Chia project and• F, ~ 3 ~ phould Ce read together with the ceport. Thie ~ummary appliea only aCthe p W r U location oC the tnt pit and at ehe time oC excaration. Subeurtace conditiona ~i ¢ ir = may ditCer at other locationa and may change ae thia lo<ation with the W i i H j.. ~ a ¢ f7 aasa e o( time. The data reaented is a aimplification ot actual conditiona P 6 P ~ y 7 3 ~ ~ w W ~ ~ J encountered. ~ ~ 0 J m O E ~ a O ~ H O SOIL - CLAYEY SAND (SC): Cine to medium dark brown to reddish brown d d i d d ense, ry, gra ne san , OLD ALLWIUM (Qoal) - SILTY SAND (SM): medium ro coarse grained sand, weathered to about 5 feet, ' horizontal stratification, dry, loose to medium dense, light brown .~ End of test pit at 12 Feet No caving No groundwater encountered Test pit backfilied 6/21/90 iCALE: 1'=5' (H=V) SKETCH ~ ; ggg°yy- ~ ~ ~ ,/. . . : SO1L (SCa : !. J ; / . ., . - - • ~~, ~. ~ _ . . . . . oal . . : I ~ ~ ~ _~ w : n Converse Consultants Inland Empire ~~~ Yro~ec[ lvo 39-81-173-U1 Ur~wmq yo. ~ ~ A-34 M~)CP u~`JISICuS S/MaC~ ~/o~C.~~ NiME: ~~tan g~en Il i v. N.il ~rep~a i e.~rv<i -.em +u. r ~ • ~ ~ GIwvE_ n ~ o .. f f ro iin~. G7 s' Tmr.~ yrmNTa~~•.9rv.~1_~e.i..~..w.~ ~ ~ nwe~Iw L'1 ,,. b!f <ou.e ~ i I S~I~Y 9'°" . Pe>~. y~m~a grv..i-.u~d-~~Ir C ~ I~verio-. Gk ~ T.irv~w ~~~ C~ _ '~J NO. { ~N~~ ~~ I~a fn / ` Gar.. grw , pa~w g~m.u A^'^I-wra-dry _ G` w •~MP < ^ p= Cf.un .:.m $W TI wnlf grmwl wv~. 9rw~il~ e~.n V ~ G i 4 $ANOS ~ w r ~ i a O _ ro finn S~ .~.I Iaer1Y 9emd ~en4 9m..11~ v.e. '~ `e Mv. rle~ s - bl/ cev~. i~.~a ~. 5M s;tn e.d4 a~b ~ee.d .a.d -.:i, ,,;.~.... ` ~u.. ~~ ~ ...,. ~ Ne. a u... w~ I~i ~n.~ I $~ ~ ~ Clanf ~va. t~i1 9rma ~w.a-ciw n..ti... I~vqv~ic ~iln sd v.ry ~~ ~e.ea. .ai llw.. ~ilry w ML <ley~~ F.w ~ed~, o ciry.~ .iln ~:~A JigFr p1aN<iry ~ SIL15 /~NO C:AYS ~~~y~Mc clvn o! I ardiv~ aieod II 7• ~• > r C. 4mid GTb I~u ma~ _`O C j~ ~ <lar, v.ly elan, i 1 <ler. I.e. <Im "c cleh wd erqmic ~iln civy~ d br ~~° Q~ Ol ~ ~ 1 . olsnury < _ ibvv.:~ ~;~n..~<~.a,. a. a:a~.e,.. r.,... U- ~ ~ow s~ilry rJ~, dmie din .". E $ILT$ ~NO CUYS CH Inanpnic clah a! Fiqn Olsr~<iry, !ar cloy~ - ` Umfd li.wb yr.er.. eian '~ 4 e! w~di~rw ~e ~~ On nc cla ~ o~mncin n ~ OM ~ r g . o~~e uln XIGNLY C~GaNIC SC0.S I I' ~ h••~ I,a. a,.d er.,.r ~iei~iv wq~u~.c ~eii. I SAMPLE TYPE m STANDARD PENETRATION TEST, Split~barrel aempler In eccordance wlth ASTM D1568-84 Slandard Teat Method . DRIVE SAMPLE, 2.42' ~D sampler, driven with 140 Ib. weight, 30 In. drop DISTURBED BULK SAMPLE TEST TYPE (Reaulta ahown In Appenalx B) ~ _ F O CLASSIFiCATION Pluetlcity p~ Graln Stze Anelyele ma Speclfic Gravity sp Send Equlvelent SE ExOenelon Indax EI STREN(iTH Dlrect Shear de Unconflned Compresalon uc Trlealal Compreaefon tx Pocke! Penetrometer p CONSOLIDATION I c I~NIFIED SOIL CLASSIFICATION SYSTEM AND EXPLORATION LOG SYMBOLS I• Project No. Dnwinq ~fo. ~ Converse Consultants Inland Empire g9-81-173-01 A-35 gg Consolidation of Sedimentary Rocks; usually determined from unweathered samples. Largely dependent on cementation. U= unconsolidated M= moderately consolidated P= poorly consolidated W= well consolidated Beddina ot Sedimentary Roeks Solittinq Prooertv Thickness (in feet) Stratification Massive Blocky Sla6by Flaggy , Shaly or platy Papery greater than 4.0 2.0 to 4,.0 0.2 to 2.0 0.05 to 0.2 0.01 to 0.05 less than 0.01 very thick bedded thiek-bedded thin-bedded very thin-bedded laminated thinly laminated I III Fracturinq/Jointina (discontinuities) Intensity Size of Pieces (in feet) Very little fractured greater than 4.0 Occasionaliy fractured 1.0 Co 4.0 I Moderately fractured 0.5 to 7.0 Closely fractured 0.1 to 0.5 Intense7y fract~red 0.05 to 0.1 . Crushed less tan 0.05 I IV Hardness 1. Soft - Reserved tor plastic material alone. Z. Low hardness - Can be gouged deep7y or carved easily nith a knife blade. I 3. Moderatel hard - can be readily scratched by a knife blade; scratch leaves a heavy trace of dust an is rea i y ~~sible after Che powder has been blown aNay. 4. Hard - Can be scratched with difficulty; scratch produces little powder a~d is often faintly I vistble. 5. Very hard - Cannot be seratched nith knife blade; leaves a metallic streak. V Strength 1. Plastic or very lrnv strength. ~~ Z. Friable - Crumbles easity by rubbing nith fingers. 3. Weak - An unfractured ~specimen of such material will crumble under light hammer blons. 4. Moderately strona - Specimen nill withstand fen heavy hammer blows before breaking. 5. Stro~ -$petimen ri71 riGhstand a few heavy ringing hammer blows before hreaking in[a large Tragments. 6. Ver stron - Specimen nill resist heavy ringing hammer blo.+s and nill yield wi[h difficulty only . ust an small flyin9 tragments. VI Weathering - The physicai and chemieal disintegration and decomposition of rotks and minerals by natura~~ocesses such as oxidation, reduction, hydration, solution, carbonation, and freezing and tharri ng. F. Fresh - Unaffected by weathertng agents. No disintegration or discoloration. Fractures usually ~s numerout than joints. L, Sli ht - No megascopie detomposition of minerals; little to no effect on normal cementation. ~ and intermittent~ or loealized discaloration. Fov stains on fraeture surfaces. M. Moderate - Sligh[ change or partial decomposition of minerals; little disintegration; cemeniation itT LTe to unaffeeted. Moderate ta oeeasionally intense discoloration. Moderately coated fraetures. ~ D. D_e~~e - Moderate ta canplete mineral deeompasition; extensive disintegration; deep and thorough discoloration; many fractures, all eatensively coated or filled with oaides, carbonates and/or ' clay or silt. PHYSICAL PROPERTIES CRITERIA FOR ROCK DESCRIPTIONS • WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~M~~NO. Temecula, California 89-81-173-Ot for: Mesa Homes ~ RgWe No Converse Consuitants Inland Empire A-ss ~ APPENDIX B LABORATORY TEST PROGRAM ~,0 APPENDIX B LABOR,4TORY TEST PROGRAM Laboratory tests were conducted in a Converse laboratory on representative samples for the purpose of evaluating their physical properties and engineering characteristics. Test results are presented on the expioration logs (Appendix A) and in this appendix. A summary of the various laboratory tests conducted is presented below: In-Situ Moisture Content and Dr~Density Data obtained from these tests, performed on refatively undisturbed ring samples obtained from the field, were used to aid in the classfication and correlation of the earth materials and to provide qualitative information regarding strength and compressibility. The percent of moisture as a function of dry weight, and the calculated dry density in units of pounds per cubic foot (pcfl are provided on the logs. Laboratory Maximum Density and Ootimum Moisture Tests Three laboratory maximum densiry and optimum moisture tests were performed on representative bulk samples of the site materials. These tests were conducted in accordance with the ASTM D 1557-78 laboratory procedure. Results of these tests are presented on Drawing B-1, "Compaction Test." Shear Tests Direct shear tests were performed on both reiatively undisturbed ring and remolded soii samples. Individual rings were prepared, soaked and vertical surcharge applied. Each ring was then sheared at a constant rate of strain. A range of normaf loads was applied and the shear strength envefope was determined. Results of the tests are presented on Drawings B-2 through B-4, "Direct Shear Tests.' Consolidation Tests Data obtained from these tests, performed on relatively undisturbed and remolded soil sampies, were used to evaluate the settlement characteristics of the site soils under load. Specimens were loaded into a test apparatus which contained porous stones to accommodate vertical drainage during testing. Normai vertical axial loads were applied to the ends of the sample through the porous stones, and the resulting vertical defiections were recorded at various time periods. The load was increased after the sample reached a reasonable state of equilibrium. Samples were loaded at field moisture and submerged for additional loading. Test results are shown on Drawings B-5 through B-11, "Consolidation Test." 89-81-~ 73-01 ~\ 8-2 Exnansion Index Test A selected bulk soil sample was tested to determine the expansion potential of the clayey siltstone encountered at the site. The lest was conducted in accordance with UBC Standard 29-2. The sample had an El of 124 which is classified or highly expansive. SAMPLE BORING SAlIPLE DEPTH EXPANSION No. No. ft SQ]L DESCRIPTION INOEX BH-1 BULK 6 39 - 40 Clayey Silt 124 Resistance R-Value Test A selected bulk soii sample was tested to determine the "R" value using the California "R" Value Test Method No. 301 (ASTM D 2844-69). Resuits of the "R" value test are presented below: PL BORING SAMVLE DEPTN "R" Npy No. Cft) SU~I DESCRIPTION VALIIE~ BN-7 8-2 25-26 SANO CSP) 68 • By eXUdatim Soii Corrosivity Resistivity, pH, soluble sulfate, and chloride concentrations were determined for a soil sample to evaluate the corrosion potential of common construction material in contact with soii. These tests were performed by Converse Envirolab, and the test resuits are shown at the end of this Appendix. Samr~le Storaae Soii samples presently stored in our laboratory will be discarded 30 days after the date of this report unless this office receives a specific request to retain the sampies for a Ionger periad. ~ 89-81-~73-01 Conva~sa ConsWlaNS InlanG Empire 140 135 a 130 __ f00 PERI z SPECIFIC F ~ C7 3 125 F z ~ ~- a A 12O 115 110 0 5 10 15 20 MOISTURE CONTENT IN PERCENT SAMPLE DEPTH SYb1BOL LACATION (tt) O BH-2 2-3 ^ BH-4 2-3 o BH-9 0-5 DESCRIPT]ON SAND(SP) CLAYEY SAN~(SC) SILTY SAND(SM) 'ENT SATURATIU:V CRAYITY = 2.70 TEST OPT]6fU6f MAXIMUM C~Y METHOD 3~OISTURE (ss) DENSITY (pcf) ASTM D7557 73.4 774J ~LS7M ~7557 7.8 t29.5 ASTM 07557 4.9 121.0 COMPACTION TEST WINCHESTER HILL RESIDENTIAL DEVELOPMENT Project No. For: ~,fesa Homes 89-61-1'13-01 ~onverse Consuitants Inland Empire Drawing ~~. s- i ~3 4_n ~ ~ x z ~ `~ 2. w a F N lY, 6 W x ~ 0 ~ ~ x z ~ ~ ~ a F ~ a d W x ~ z. .o ~ 2 3 4 .5 HORIZONTAL DEFORMATION IN INCH BORING/SAb1PLE : BH-t/S-2 DEPTH (ft) 9-t0 DESCRIPTION : C~arEr SaNOSTONE STRENGTH INTERCEPT (ksf) ~ .641 (PE4K STRENGTH) FRICTION ANGLE (degree) a6.0 (PEAK STRENGTHj I SOAKE~ MOiSTURE D RY DENSITY VOID NORMAL PEAK RESIDUAL SYMBOL CONTENT (s~) (pcf) RATIO STRESS (ks[) SHEAR (ksO SHEAR (ksf) I O 16.9 176.0 437 50 1.15 84 p 16.7 i 16.3 a33 1.00 1.69 I.15 I o 15.J I t7.4 .a19 2.00 2J1 2.12 DIRECT SHEAR TEST 'N1N HESTER HILL RESIDENTIAL DEVELOPMENT Project No. For: Mesa H omes 89-81- 173-01 Converse Consultants Inland Empire Drawing N~. s-z ~~ 4.0 r=. ~ x z ~ w z.o a F ~ a r~ x ~ .o Z w ~ x z ~ ~ w 1, a F ~ a d W x m .p .1 .2 ..5 .4 5 HORIZONTAL DEFORMATION IN INCH BORING/SAMPLE : BH-3/S-2 DEPTH (ft) 9-10 DESCRIPTION : CLAYEY SANDSTONE STRENGTH IN1'ERCEPT (ksf) : 1.027 (PEAK STRENGTH) FRICTION ANGLE (degree) 30.9 (PE4K STRENGTH) SOAKEO MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL SYMBOL CONTENT (~) (pct) RATIO STRESS (kst) SHEAR (ksf) SHEAR (ksf) O 15.8 I21.1 J76 .50 1.50 .98 ^ 15.J 176.4 aJ2 1.00 1.J6 89 p 14.8 I20.3 384 2.00 2.31 I.76 DIRECT SHEAR TEST WINCHESTER H1LL RESIDENTIAL DEVELOPMENT Project No. For: Mesa Homes 89-&1-173-01 Co~verse Consultants Inland Empire Drawing N,~ s-s ~~ .p 2.0 4.0 6.Q 8.0 10.0 NORMAL STRESS IN KSF ~ rn ~ ~ .. r.~ ~ W a E-~ ~ a ~; w ~ ~n ~ ~n ~ :z ~ r~ ~ a H ~ a d W x ~n v n 0 NINCHESTER HILL RESIDENTTAL DEV. For: ;~fesa Homes Project No. 89-81-173-at Converse Consultants Inland Empire Drawing No._B-4 ~ 2.~ :.Q .o L 0 2.0 1. 1.0 7.0 3.0 4.0 5.n NORMAL S'PFESS [N KSF 0 1 .2 .3 4 5 HOF[ZONTAl. DEFORMATION IN 1NCH BORING/SAMPLE : BH-2 DEPTH (Ct) 2 to 3 DESCRIPTION : REMOLD~ SANDSTONE, with silt S1'RENUTH INTERCEPT (ks[) 3~ (p~ STRENGTII) FRICTION ANGLE (degree) . 21.1 'Remolded to 90% of the ASTM D 1557-78 maximum laboratory density near op timum moisture SOAKED MOISTURE DRY DENSITY VO1D NORMAL PEAK RESIDUAL DL CONTENT (ss ) (pcf) HATlO STRESS (ksf) SHEAR (kaf) SHEAR (ksf) 'L 7. 7 103.2 .633 .50 .54 .22 25.2 103.3 .631 7.00 .72 ,46 27.7 103.4 .6"L9 i.UU 1.12 1.12 DIRECT SHEAR TEST LOAD IN KIPS PER SQUARE FOOT lQ ~ 1 10 lO Z o 498 Z .488 F ' x ~ ~~ w x '~ z - .aas 4 W O ~ F z ¢ ¢ rz x c~ o F ~ 6 408 > ~ LJ ~ G] LL . 8 3~8 I I 10 a48 I HORING : BH-4/S-1 DESCRIPTION CLAYEY SAND(SC) I DEPTH (ft) : 4-5 ~ MOISTURE DRY DENSITY PERCENT VOID CONTENT (~) (pcf) SATURATION RATIO I INITIAL 7 0. t 121.7 60 a96 FINAL 16.1 123.7 700 472 I Note: Solid circles indicate reading s after addition o[ water CONSOLIDATION TEST WINCHESTER HILL RESIDENI'IAL DEV. ProjecC No. 173- 89 81 01 G 1 Fcr : Mesa Homes - - \ Converse Consuitants inland Empire Drawing N~. g -s LOAD IN KIPS PER SQUARE FOOT 10-~ 1 10 lOZ 0 744 2 709 . F x c~ w x - z ~ `~ 874 . W C~ O Z F d 6 x a U Q F z 6 ~ 839 > W . U a w a 8 804 10 58B BORING : BH-a/S-2 DESCRIPTION : CL4YEY SAND(SC) DEPTH (ft) : 9-10 MO[STURE DRY DENSITY PERCENT VO[D CONTENT (sa) (pct) SATURATION RATIO INITIAL 73.2 102.1 51 J44 FINAL 22.1 709.1 100 .632 Note: Solid circles indicale readings after addition o[ water CONSOLIDATION TEST ~ WINCHESTER HILL RESIDENTTAL DEV. Project No. For: Mesa Homes 89-81-173-01 I Converse Consultants In{and Empire Dr1W~n~ N~ e-~ q8 LOAD IN KIPS PER SQUARE FOOT 10 ' 1 10 lOZ ' 358 329 .302 O F 6 a Ca O .275 > 248 221 HORING : BH-6/S-t DESCRIPTION SILN SAND(SM) DEPTH (ft) : 4-5 ( MOISTURE DRY DENSITY PERCENT VOID CONTENT (~) (pcf) SATURATION RATIO I INITIAL 7.7 127.6 60 356 FINAL 11.8 730.a 100 328 I NoLe: Solid circles indicate readings after addition o( water CONSOLIDATION TEST WINCHESTER HILL RESIDENTIAL DEV. Project rro. Gq For: Mesa Homes 89-a1-173-01 Converse Consultants Inland Empire Drawing No. B- ~ LOAD IN KIPS PER SQUARE FOOT 0' 1 10 lOZ 468 .439 .409 O F 6 ~ ~ O .980 > 351 321 BORING : BH-6/S-2 DESCRIPTION CLAYEY S4ND(SC) DEPTH (ft) : 9-10 MOISTURE DRY DENSITY PERCENT VOID CONTENT (sa) (pct) SATURATION RATIO INITIAL 72.9 t19.6 78 .468 FINAL 15.9 121.2 100 44g Note: So]id circles indicate readings after addition o( water CONSOLIDATION TEST WINCHESTER HILL RESIDENTTAL DEV. Project No. For: Mesa Homes 89-81-173-01 Converse Consultants Inland Empire Draw~n~ No B-6 \Od LOAD IN KIPS PER SQUARE FOOT _, F L~7 I ~ W x I z 4 W LS ! z d ~ U F I z s W U a w ~ a e 10 2 Z i .394 i ! i I 388 .338 O F 6 a C] O I 310 9 ~ zez I 254 I I BOR[NG : BH-7/S-2 DESCRIPTION ' CLAYEY SAND(SC) I I DEPT'H (ft) : 9-t0 ~ I I MOISTURE DRY DENSITY PERCENT VOID I CONTENT (sa) (pcf) SATURATION RATIO j I IN11'IAL 10.9 179.7 74 394 I FINAL 13.1 123.0 99 356 I I Note: So]id c ircles indicate readings after addition of wa ter ., ' CONSOLIDATION TEST WINCHESTER HILL RESIDENTIAL DEV. Project No. For: Mesa Homes 89-81-173-01 ~O~ Converse Consultants Inland Empire Dr~w~ng No. s-~ LOAD IN KIPS PER SQUARE FOOT I I z x c~ IF w x I z 4 W C7 I z d x U Z6 w IE U a W I ~ I 8 ~ 10 I BOR[NG : BH-7/5-J DESCRIPTION : CLAYEI' SAND (SC) I DEPTH (tt) : ta-t5 I MOISTURE DRY DENSITY PERCENT VOID CONTENT (sa) (pct) SATURATION RATIO I INITIAL 73.7 701.2 S6 668 FINAL 21.9 705.8 ~00 594 I Note: Solid circtes indicate readings after addition o[ water JZ sse 834 801 O F a C] 0 .56~ 7 534 501 CONSOLIDATION TEST WINCHESTER HILL RESIDEN'CIAL DEV. For: htesa Homes Project No. qq_At_i7Z_ni 102 Converse Consultants Infand Empire Dr~w~ng N,,. B-lo LOAD IN KIPS PER SQUARE FOOT 10 ~ 1 10 10z 0 _ 435 I . I 2 408 F I x C~ W x -- -- I z - - 4 W .377 L7 O I z . d x ¢ a U C] I W s 7 .348 U ~ Cc] I 0. 8 I .320 I 1o zei BOR[NG : BH-8/S-2 DESCRIPTION ctaYEY SariD(sc) DEPTH (ft) : 9-to I MOISTURE DRY DENSITY PERCENT VOID CONTENT (sa) (pct) SATURATION RATIO I INITIAL 10.7 716.3 6fi .a35 FINAL 7 4.1 . 7 7 9.8 97 .393 I Note: Solid circ!es indicate readings after addition of water CONSOLIDATION TEST WINCHESTER HILL RESIDENT'IAL DEV. Project No. For: Mesa Homes 89-a1-173-01 Converse Consuitants Inland Empire nr,W~ng N~. H-11 I o3 ^,4 ~ \ ~ i ~ ~ ~ ~ S m a E Z ~ O J a a ~ ; w` E O o ~ ~ ~ „ O O Y ^ E Q ~ ¢ ° ~ m C N ~ \ a 0 ~ ~ c m m m m r m A, J ~ < ~l ~ y ,, '`~ J ` , ~ ~ ~ ~° E ? ~/ ~~° 9 ' ~ ~ ~ ( `11 /o~ J `3 ~~ X^ n. ~ v ~ .kr~ ~ I v r ~ / ~ a: E m o O U` ~ , M1 A o ~ Z ~ ~ ~ a c ° e i ^O ~~C ~ E `m ~ q~ z m = ~ - - x ~ ~ m` ~ t m v_ ,, p ~ J ' E ~ a `o _ m 1 ~ = U m 6 E ~ m 0 U m y ~ o V\ m 7 a J E ~ . ~ „~ N - ~ ` ~ N x ~ _ m ~• ~ Q v ~ m ~ ~ ~, W ~ m _ 'b h : ~ ~ t/~ . ~ F V ~1 m m ~J ~ Cl E E ~ ~ ~ ~ ~ m ~ m ~ ~ Q m 9 = m T a T a T a m~ ZN p ~ m ~ m E ~ m m m a m m a m n a ~ a ~ v ~ ' I c° m c m o o m ~ E _ . ~ ~ I a` a` a` J q~ ~ I m ¢ m ¢ m ¢ a ¢ m ¢ m ¢ ' ,~ CONVERSE ENVIROLAB 67 wesc Beilevue on~e Suite O Pasadene Califom~a 91 ~ OS-250'I Telepnone: B'Iflrl9S8200 ~ May 30, 1990 PROJECT/CLIENT : MESA HOMES PROJECT N0. :89-81-1'I3-O1 Winchester Hills PROJECT ENG./MGR. : Greg Rzonca ENVIROLAB N0. :90-?1-05-108 Subject : Analysis of Samples On May 2, 1990 one (1) soil sample was delivered to the laboratory to be analyzed by ASTM methods for pH, chloride, soluble sulfates, and minimum resistivity. The sample was analyzed on May 19-25, 1990. The results which were obtained are listed in the attached table. ~t~~ ~l~-_...~,. ~ •--~ Geot e Colovos Ph.D B ~ Laboratory Director o CCNVEaSE ooC~E55~C`.a~.:n~~,a ~ppwonv~ _ . _ PROJECT/CLIENT : MESA HOMES DATE REPORTED : May 30,1990 PROJECT N0. : 89-81-173-01 DATE ANALYZED : May 19-25,1990 PROJECT ENG./MGR. : Greg Rzonca DATE RECEIVED : May 2,1990 ~ EN~IIROLAB N0. : 90-71-05-108 RESULTS ANALYSZS OF SOIL SAMPLE TASLE 1 BH#1~BULK#1 ANALYTE @0 1 UNITS PH Soluble Sulfates T.50 53 N/A Soluble Chlorides 0.85 mg/kg mg/kg Minimum Resistivity 14000 ohm.cm NA : Not Applicable Reviewed by: s~w -~~ ~, Shu-Teh Pan Organics Lab Manager Approved by: ~ ~~ ~ Ge rge Colovos,Ph.D Laboratory Director ~~~ CONVERSE ENVIFOLAB APPENDIX C STABILITY ANALYSES ~01 Converse ConsWtanis Inland Empire APPENDIX C STABILITY ANALYSES Stability analyses for deep-seated failure were performed for the proposed cut and fill slopes. Su~ciai stability was also checked. Geologic cross-sections used in the analyses are presented on Drawings 6 through 7. Stability evaluations were performed using Janbu's Method (stability charts). Soii strength parameters used to determine suficial stability and deep-seated stability are presented below: - SOIL STRENGTH COHESION FRICT]ON UNIT WEIGHT c. osf de ree ^I. xf 1. Cut Slopes • Surficial 400 30 120 • Deep-Seated 400 30 120 2. Fill Slopes • Surfitial 300 21 120 • Deep-Seated 300 21 120 Results of our analyses indicate that the slopes have adequate factor of safety against failure. 89-81-173-01 \08 Converse Cansultanls Inland Empire C-2 2:1 (HORIZONTAL•VEATICAL) FILL SLOPE (40 FEET HIGH) SURFICIAL STABILJTY Assumption: ryt = soaked unit weight = 120 lb/ft3 7b = buoyed unit weight = 7t - 62.a ~= depth of submergence = 3 feet o~ = slope angle = 26s6 ° ~ = zr c = 30o psf Stability Analysis 7b•~ • cos~ ~ tan m+ c F.S. _ 3• 7t • sin a• cosa _ 57.6 • 3• co5z26.56 • tan21° + 300 3 • 120 • Sin26.56 • co526.56 353 144 FS = 2.a5 89-81-173-01 Converse Consultants Inlantl Empire ~~ C-3 300 200 Z 100 u E 50 Z v Z~ 0 ~n IQ c v 5 DEEP-SEATED ANALYSIS ~~ w SQ 20 IS 10 a 6 4 2 I 0 } Y ~~ 0 ~ >° I 2 3 4 5 s~oo~ Rot~o o =.coi p 2 I 0 ~ Forc=0 ~~ _~ Tt-~--; . f• ~ D~on~ a ~-' ~ _ _' _ ._ . __ _- _ i - ~__._._._. - '_ - _ .~ ~. .F..l_ _r ...t-~1-~~~_~f . ~ ~ -t.. . F ` Ncf pd . - i ; . _ _ , ~ P~~On~ ~ - 'c~ - ~ ~ - - _ - - ~ i i Slope stability charts for ~>o soils (after Janbu, 1960) • Stability Analysis ac ~ = Pe~an~ _~20• a5 • tanzi° = 6.9 C 300 From the above chart, for a~ = 6.9 and slope ratio of 2, the Critical Stability Number Ncf - 2~ Factor of Safety, F= N~f C = z7 • 300 = i.s Pd as • i2o ~~O 89-81-173-01 Conversa Consultanfs Inland Empire C-4 2:1 (HORIZONTAL:VERTICAL) CUT SLOPE (45 FEET HIGH) SURFICIAL STABILITY Assumption: 7t 7b ~ a ~ c soaked unit weight = i7A lb/ft3 buoyed unit weight = 7t - 62.a depth of submergence = 3 feet slope angle = z6.56 3~ aoo psf Stability Analysis F.S. _ 7b•-~ • cos~ • tan ¢ + c ~ • 7t • sin ~ • cosa 57.6 • 3 • cos226.56 • [an30° + 400 3 • 120 • sin1b.56 • cos?b.56 480 144 FS = 333 ~`~ 89-81-173-01 Conver5e Coneultants Inland Empire C-5 DEEP-SEATED ANALYSIS 300 200 Z 100 d E 5C Z a Z~ in IC 0 V iro ~ i Z 3 0 s~ov~ Roiio o =.coi' F for c = 0~ i , ~-. _ ~.Y - - F: ~ D ~on ~ ' a ~ -~- 1-' ~ _" - ~.. ~. __ -- _ __ _ ~ ' i i - ~ ^' '}."' _-'__- T . ~~ -~_ ~ ' t.. . C F ` Ncl Od - _ . y . _ P~IOn~ ~Cf C ~ . _ _ ~ ~ ~ 30 z0 IS IO B 6 9 2 ~ 0 ~ ~ 0 Y 7 ~ 4 5 Slope stability charts for ~>0 soils (after Janbu, 1960) Assumption: • Cohesion, C = 400 psf • Friction ~ = 3U • Unit weight, ry= 120 pcF Stability Analysis: • ac ~_ Petan~ _ i2o• a5 • tan3o° _ ~ g C aoo From the above chart, for a~ _ ~.8 and slope ratio = z, the Critical Stability Number N~f = 28 Factor of Safety, F= N~f C = Pd = 28 • 400 FS = 2.0 ~\1~ 89-81-173-01 Converse Consultants Inland EmDire APPENDIX D RECOMMENDED EARTHWORK SPECIFICATIONS ~3 Converse Consul1an15 Inlantl Empire APPENDIX D RECOMMENDED EARTHWORK SPECIFICATIONS r in Existing septic tanks and other underground storage tanks must be removed from the site prior to commencement of building, grading or fiil operations. Underground tanks, including connecting drain fields and other lines, must be totally removed and the resulting depressions properly reconstructed and filled. Removal of underground tanks must be performed in accordance with the requirements of applicable regulatory agencies. Depressions left from tree removal shall also be propedy filled and compacted. 2. Abandoned water wells on the site shall be capped according to the requirements of the appropriate regulatory agencies. The strength of the cap shail be at least equal to the adjacent soiis. The final elevation of the top of the well casing must be a minimum of 36 inches below adjacent grade prior to grading or fill operations. Structure foundations should not be placed over the capped well. The locations of any abandoned weils should be accurately surveyed and shown on the as-built grading plans. 3. The methods for removal of subsurface irrigation and utility lines wili depend on the depth and location of the line. One ot the following methods may be used: a. Remove the pipe and compact the soil in the trench according to the applicable portions of these grading recommendations. b. The pipe shall be crushed in the trench. The trench shail then be filled and compacted according to the applicable portions of these grading specifications. c. Cap the ends of the line with concrete to mitigate entrance of water. The length of the cap shall not be less than 5 feet. The concrete mix shall have a minimum shrinkage. 4. Subdrains shall be installed as discussed in Section 6.5. Clean-outs shall be observed by an Engineering Geologist or Soils Engineer prior to installation of subdrains. Areas to receive compacted fill shall be stripped of all vegetation, organics, and debris. Any existing non-structured fill materiais and other unsuitabie soils shail be excavated as recommended by Converse Consultants Inland Empire (CCIE). Ail areas that are to receive compacted fill shail be observed by CCIE prior to piacement of fill. ~,~4 89-81-173-01 Converse Consullants Inland Empire D-2 6. Subsequent to the removal of unsuitabie materiais, subgrade soii surfaces that will receive compacted fill shall be scarified to a depth of at least 6 inches. The scarified soil shall be moisture-conditioned to or slightly above optimum moisture content. Scarified soil shall be compacted to at least a relative compaction of 90~0. Relative compaction is defined as the ratio of the inplace soil density to the laboratory maximum dry density as determined by the ASTM D 1557-78 test procedure. 7. Fill shall be placed in suitable lifts, with lift thickness modified as necessary to achieve adequate compaction. All fili soils shail be compacted mechanically throughout to the specified density. Each layer shall be compacted to at least a minimum relative compaction of 90°,6, except fill placed 40 feet or more below final grade shall be compacted to 95°k relative compaction. Pavement base material shall be compacted to at least 95% of the ASTM D 1557-78 laboratory maximum density. Fiil soils shall consist of excavated onsite non-expansive soils essentialiy cleaned of organic and deleterious material or imported soils approved by CCIE. All imported fiil shall be granular and non-expansive with an Expansion Index (EI) less than 20, as defined by the Uniform Buiiding Code (UBC) Standard 29-2. Rocks larger than 6 inches in diameter shail not be used as fill unless they are sufficiently broken down. 9. When fill material includes rock, large rocks will not be aliowed to nest and voids must be carefully filled with small stones or earth and properly compacted, as discussed in Section 6.12. 10. CCIE shall evaluate and/or test import materials for conformance with specifications prior to delivery to the site. The materiai used shall be free from organic matter and other deleterious material. The contractor shall notify CCIE at least two working days prior to importing fiil to the site. 11. CCIE shali observe the placement of compacted fill and conduct inpiace field density tests on the compacted fill to check for adequate moisture content and relative compaction as required by the project specification. Where less than the specified relative compaction is indicated, additional compactive effort shall be applied and the soil moisture-conditioned as necessary until the specified relative compaction is attained. The contractor shall provide level testing pads for the soils engineer to conduct field density tests on. The contractor shali provide safe and timely access for CCIE personnel throughout the grading site to allow continued monitoring and testing. 12. Earth-moving and working operations shall be controlled to prevent water from running into excavated areas. Excess water shall be promptly removed and the site kept dry. ~`~ 89-81-173-01 Converse Consultants Inland Empire D-3 13. Wherever, in the opinion of the Owner's or CCIE's Representatives, an unstable condition is being created, either by cutting or filling, the work shall not proceed in that area until an investigation has been made and the grading plan revised if found necessary. 14. Fill material shall not be placed, spread or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, fill operations shall not be resumed until field tests by CCIE indicate that the moisture content and density of the fill are as previously specified. 15. Whenever the words "supervision", "inspection", or "control" appear they shall mean observation of the work and testina of the fill piacement necessary by CCIE for substantial compliance with plans, specifications and design concepts. Erosion Control Fiil and cut slopes shall be graded and landscaped to reduce water-induced surficial erosion/sloughing. Permanent erosion control measures shall be initiated immediately after completion of slope construction. 2. All interceptor ditches, drainage terraces, down-drains and any other drainage devices shall be maintained and kept clear of debris. Runoff shall be directed to a suitable non-erosive drainage device, and shall not flow uncontrolled offsite. 3. A suitable proportion of slope plantings shall have root systems which will develop well below 3 feet, such as drought-resistant shrubs and low trees, or equivalent. Intervening areas shall be planted with lightweight surface plantings with shallower root systems. In any event, lightweight, low-moisture planting shall be used. 4. Construction delays, climate/weather conditions, and plant growth rates may be such that additional short-term, non-plant erosion control measures may be needed including matting, netting, sprayed compounds, deep (5 feet) staking, etc. These measures shall be reviewed by CCIE. 5. Rodent burrowing, smail concentration of uncontrolled surface/subsurface water, or poor compaction of utility trench backfill on slopes shall be repaired and controlled as soon as possible. 6. All possible precautions shali be taken to maintain moderate, uniform soil moisture. Slope irrigation systems shall be properly operated and maintained. 7. If compietion of new slopes occurs during the rainy season, contingency plans shall be developed to provide prompt temporary protection against major erosion/sloughing. Offsite improvement shali be protected from site runoff. ~~ 89-81-173-01 Converse Consultanls InlanE Empire D-4 S. Any erosion damage which occurs prior to the completion of the project shali be repaired by the Contractor. ~~1 as-a1-7 ~s-oi Conrarse Consultenls Inlend Empire I ~ ' ' ~ • ' •~ ~ ~ ~ ' PROPOSED COMPACTED FILL : . ~ ' ~ • • ' ' ' i~ ~ . . . . ~ ' . . ' . - •. ~ ~.. . . . - ~. ~ . • . . ~. . :. . . . . : ', ~ - \ `~ ~ NATURAL GRADE • ' ' • • ~~ . . • . . . ~ . , ~~- - ~ '• , ' ~~ ~~ UNSUITABLE MATERIAL . .1 •: . . . . . . • ~1i. . .•` . . . . . . . . ~ • ' . . ~ . . : • , . 1` . . .~ . . . . ~.; ` ~ • , ~. ' .. . _~.~.~~~. ' /r\ ' - TYPICAL BENCHING-' ~ ~ o SEE DETAIL BELOW COMPETENT MATERIAL NOTES: PIDe ahell be a minimum of 4 Inches dlemeter and runs of 500 feet or more shall use 8-Inch diameter pipe, or as recommended by the soll engineer . ~~ • . ~ • ' ' • ~ ' . . , . ~ ' • , - - MINIMUM CLEARANCE . :i~~ ~ ~ . DIMENSIONS o ° op° °~OD , ~ o oO ~O Z O O~o ~ ~ Q ~~ • ' ~ ~ ° ~" ~ 6 ~ Depth and Bedding ° Q ~ 0 MHy Vary wlth o p o 0 Plpe and Loed. v o e Cliaracteriatlcs. 8' MIN. 8' MIN. 3' Feet Typlcel ti p o O O o ~ o • a o z ~ o ° O o 4 O ~ ~ p o 0 o p 0 0 0 0 18' MIN. ~ Feet TYPIC FILTER MATEAIAL - Minimum~ot nine cuDic feet per }oot of plpe.See Figure 1 b lor filter materlal gradation ALTERNATE In Iieu of fllter materiel nlne cubic feaf of pravel per foat of pipe may be encased In fllter febric. See Fipure 1 b 1or pravel apeclflcatlons.Fllter fabrlc shall be Mlrati 140 or eQuivalent. Filter fabrlc ahall be iepped e minimum of 12 Inchea on ell Jolnta. Minimum 4-Inctrdiameter, PVC SCH. 40 or A83 Clasa 3DF-35 wit~ a cruahirq atrenpth of et laeat 1000 pouMs, wlth e minimim of 8 uniformly-spaced peAOrflNOnn perfoot of pipe, Inatalled with perforatlone on bottom of P~Pe• TYPICAL CANYON SUBDRAIN DETAIL WINCNESTER HILLS RESIDENTIAL DEVELOPMENT v~o~ec~r+o. Temecula, California 89-81 - 173-01 for: Mesa Homes Converse Consultants Inland Empire , , i . . . . .. ~ . . ~ , ~ , - . • ~ .i . . , ~i . ".. . . . •.///! . . . . 'i . . • / • . : ', i , . , .. i' Y~ ' i . . . . .. !, :~~'.~ NOTE: -~ Downstream 20' of pipe at outlet shall \ be non-pertorated and backfilled with flne-grained material Fgare No D-1a ~~~ FILTER MATERIAL: FILTER MATERIAL MIN. 9 CU. FT. PER LINEAL FT. PERFORATED PIPE 6' MIN. Filter material ahall be Class 2 pertneeble material (Caltrana Standard Specification 68-1.025) or approved qltemate. Class 2 grading as tollowa: SIEVE SIZE i' 3/4' 3/H' No. 4 No. B No. 30 No. 50 No. 200 PERCENT PASSING ioo 90-100 4o- 100 25-40 18-33 5-15 o-~ o-a SUBDRAIN ALTERNATE A: Perforated Pipe Surrounded with Filter Material 6' MIN. OVERLAP ~ I ~ MIRAFI 140 FILTER FABRIC o 00 0~ OR APPROVED EQUIVALENT ~ % ~o ~o ~ 1-1/2' MIN. GRAVEL OR APPROVED EQUIVALENT NOTE: In eddition to the wrepped ~avel, outlet portlon ol the aubdrain ehould be equipped with a mirwman of 10 feet lorq perforeted pipe torviected ro a rw~no~e~ea w~ n~~~~ e mirirtwn of 6(eet In length Iroide C16 WrSpped gfflvel. SUBDRAIN ALTERNATE B: 1-1/2" Gravei Wrapped in Fitter Fabric SUBDRAIN INSTALLATION - Subdrain pfpe ahell be iretelled with peAoratlorre down or, et locatlau designeted by the geotechnical conaultaM. SUBDRAIN TYPE - Subdrain type ehell be ASTM C508 Aabeatoe CemeM Pipe (ACP) w ASTM D2751, SDR 23.6, or ASTM D1527. Schedule 40 AcryloriMla Butadlene Sryrene (ABS) or ASTM D3034, SDR 23.5, a ASTM D1785, Schedule 40 Polyvirryl C~loride PlasUc (PVC) pipe or 1Aa epproved eQUlveieM. TYPICAL CANYON SUBDRAIN DETA[L (continued) WINCHESTER HILLS RESIDENTIAL DEVELOPMENT Pro~eClNO. Temecuia, California 89-81-173-Ot for: Mesa Homes ~~ F~qu!e No Converse Consultants inland Empire D-tb ~~+ \ CUT LOT NATURAL GROUND ~ _ ~-- ~ -~ i ~~_- ~ ~-~ c~~~UV1UM. ~ ~ ~ j~pgOU.. ~O~QGK / ~ ~ ~ WEPSH~a~o B ~~ / / . t: i i i ~ UNWEATHERED BEDROCK OVEREXCAVATE and REPLACE with COMPACTED FILL 5' -^{ ~ Liin 3. ~ UNWEATHERED BEDROCK CUT-FILL LOT (Transition) NATURAL GROUND ~ i i ~ i / _ / / COMPACTED FILL ~ i ~ ~ i i / ~ ~ ~\uM~ ~ ~ / p~.~-V G`F / Z~PS~\~~E~ ~~0~~ / ~~pZN~ ~ UNWEATHERED BEDROCK i ~ /~i ~~ / ~ - i .~ / / OVEREXCAVATE and REPLACE with COMPACTED FILL i i i 5~.....~~ 1 3' ~ UNWEATHERED BEDROCK TYPICAL TRANSITION LOT DETAIL WINCHESTER HII.LS RESIDENTIAL DEVELOPMENT PrO~ecINO. `Femecula, California 89-81-173-01 for. Mesa Homes Conlierse Consultants Inland Emp've F~yure No D-2 w FILL BLANKET NOTES: 30' MIN. ~ i flll biankat, back cut, key widt~ end key depth are eublect to fleld c~enpe, per report/plane Key heel subdreln, blanket draln, or vertlcnl dreln mey Ee required et the dlacretlon ol t~e qeotec~nlcal conauitant. BACKDRAIN INSTALLATION - Baekdrein D~De eheli be Inntalled In Impervioua bedrock ereas wlth perforntlons down. Backdraln outleta ehall be nonperforated plpe. The parforeted collector sbould extent the lenpth of [he baekdrein. BACKDRAIN PIPE - Beckdrain D~De e~all be ASTM C508 AaDeetoe Cement PIDe (ACP) or ASTM D2751, SDR 23.5 or ASTM 01627. Sehedule 40 . Acrylonitdle Butedlene Styrene (ABS) or ASTM D3D34 SDR 23.5 or ASTM D1785, Schedule ~ 40Poiyvinyl Chloride Plestic (PVC) ~.~~~, ~ ~~ .'~, pipe or approved eduivalant. .•~-OUTLET PIPES - ~ Nonperlorafed Pipe. ' ' , 100' mex. O.C. Horizontally,.~ • ~ 30' mez. O.C. Vertleelly ~ .'/. KEY . .. . . • ' . /. DEPTH 1~~ . ~~ - ~~_ ~ :. ,/-. /: ~ ~'~ KEY WIDTH J 2' MIN. Equlpment eize - penerelly 15 feel ~ FILTER MATERIAI 3 tt~/ft. T-CONHECTION :i. - Ig' MIN. 6% MIN.~ :;:~ - , ._" 'r.: _L ~4' MIN. ^ ~ T~ET p1PE % ou PERFORATED PIPE 4'Q MIN. BACKDRAIN DETAIL 1 ALT. BACKDRAIN DETAIL 2 FILTER MATERIAL SIEVE SIZE PERCENT PASSING Filter material shall Oe Class 2 1' 100 permenbie material per State of 1/4' 90-700 California Standard Specifications. 3/8' 40-100 or approved alternate. No. 4 25-40 Class 2 grad'mg as follows No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 BUTTRESS or STABILIZATION FILL DETAIL WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~oi~cir+o Temecula, California 89-81-173-01 for Mesa Homes 6' MIM~ -~ I ~'~._ _ . ..f ` :./. . '~, r /• ~ ~ '.:' j. BACK CUT ~ ~ ; ` Y~'~ 7:1 or FLATTER . / ~ ~ ' • ~' ~ ~ • ~ '~•'~ BENCHING . , ~ . '/~ . "i :' •: ..~- BACKDRAIN (See Detall Below) 10' MIN. EA. SIDE PERFORATED PIP NONPERFORATE OUTLET PIPE CAP FOR ALT. B T-CONNECTION APPROVED ~EOTEXTILE NON PERFORATED OR EOUIVALENT OUTLET PIPE ~__ _ - _ _ ~ '.%' ' 7-t/2' PERFORATED OPEN aRAVEL COLIECTOR PIPE F~gure ~~o Converse Consultants inland Empire o-s \~` i . . , . . , . . ' . . COMPACTED FILL ~ ' ~I I NONPERFORATED ~ :' ' : ' . ~ .' "..~ ~~~ ' . ' . ;~ :, / '~T \''. ~ OUTLET PIPE ~ . • ~ ~ l.~ : . '. .~~ ' .~.~~~,;t'~......;. I PROJECTED PLANE . .' ':: •..' . ' "!~ ~~'.. ~:. i t to 1 maximum from ~~~ '`~ ~"`` ` .' ~%.. -l,' ' toe of slope to . • ~ ~~ . -: ; ~ y" ~:. approved ground • ~ ~ ,,.~ ~ • ~~: '. '~ ~ ' " . ~ .~y.. NATURAL ~~ ~ : ~ ;, \ 4 TY~~"~ REMOVE GROUND '~ : '. ',~~~"' . ~~ UNSUITABLE I ~ ~ ~ / ~~'i:' . . : . BENCH HEIOHT MATERIAL L~ i~ '. 2% MIN :•'. • ~ BENCH ~~Q~, u ~ BACKDRAIN for SLOPES I OVER 15 FEET In HEIGHT 2' MIN. KEY DEPTH 15' MIN. I I LOWEST BENCH . (Key) NOTES: LOWEST BENCH: Depth and width subject to field change based on consultant's inspection. SUBDRAINAGE: Back drains may be required at the discretion of the geotechnical consultant. FILL OVER NATURAL SLOPE WINCHESTER HIILS RESIDENTIAL DEVELOPMENT P~oieuNo 'femecula, California 89-81-173-01 for: Mesa Homes Converse Consultants Inland Empire F~q~re No D-4 \~ PROPOSED SURCHARGE FILL-OVER-CUT SLOPE FORMER NATURAL PROFILE~ ~~ i i i/ / / / EOUIPMENT-WIDTH KEY at 2-FOOT MINIMUM DEPTH and 2% FALL to HEEL LOW PERMEABILITY BEDROCK FILTER MATERIAL 3 ft~/ft. T-CONNECTION : :., ::~ ~' MIN. . - i!_. SX MIN._> '~~'~ . `. 4' MIN . - ~, ,/ E~ P1PE . ~ i _~ _ pUTL PERFORATED PIPE 4'~ MIN. BACKDRAIN DETAIL 1 FILTER MATERIAL Filter material shall be Ciass 2 permeable material per State of California Standard Specifications. or approved alternate. Ctass 2 grad'mg as follows APPROVED OEOTEXTILE NON PERFORATED OR E~UIVALENT OUTLET PIPE ~ \ -_- _- .>~~ ; ~ - ~~ 1-1/2" PERFORATED ~PEN aRAVEL COLLECTOR P~PE ALT. BACKDRAIN DETAIL 2 SIEVE SIZE PERCENT PASSING 1' 100 1/4' 90-100 3/8" 40-100 No. 4 ~25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 DRAINAGE BLANKET DETAIL WINCHESTER HILLS RESIDENTIAL DEVELOPMENT °rpj°""o ~emecula, California 89-81 -173 -01 for: Mesa Homes ~.' . PERMEABLE COMPACTED FILL ~ . , - ' • .~ .' '~~~ . . . . ~ ; .~~ . y ~~ "•..~~~ ~ ~BENCHED IF>5:1 SLOPE ~ TYPICAL SUBDRAIN at HEEL of KEY(See Subdrain Detail below) F9W B NO Converse Consultants Inland Empire o-s \~ CUT/FILL CONTAC7 SHOWN on GRADING PLAN COMPETENT MATERIA~ CUT/FILL CONTACT to be SHOWN on 'AS-BUILT' NATURAL GRADE~ - - ~ ~~' / ~ / _ -- ~ .. . : ' '"/'! ~'. CUT SLOPE~ . ~ ~ ~ _ CUT SIOPE ro be CONSTRUCTED PRIOR to PLACEMENT ol FILL KEYWAY In COMPETENT MATERIAL MINIMUM WIDTH of 75 FEET or ee RECOMMENDED by the SOIL ENGINEER COMPACTED FILL ~ . ~. . '~. :.'. . i ~~,'.'~..~'~LEM~TERIA~ i/AR BLE~~ .RE'M~~E.- AB ~ '. _~ ' ~ ~ • • 4' MIN. F I MINIMUM HEIGHT ol BENCHES Is ~ 4 PEET or es RECOMMENDED by tAe SOILS ENGINEER BACKDRAIN of SLOPE Ia ~HIdHER THAN 25 FEET and BEDROCN Ia IMPERVIOUS MINIMUM 1' TILT TRACK or 296 SLOPE (w~IcAaver la preeter) BEDROCK or APPROVED COMPETENT MATEAIAL NONPERFORATED OUTIET PIPE TYPICAL FILL ABOVE CUT SLOPE WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~oie~ir+o Temecula, California 89-81-173-01 tor: Mesa Homes f~r~ure No Converse Consultants Inland Empire o-s ~~ s FfNISH GRADE SIOPE FACE • . • :io' MiN.. •'-•. COMPACTED FILL ~;~ . ~ . . ', ' ' •, :''•~r---~- - --,-- . ---.- 20' MIN.r~/.~•^'O •. • • . , . . ~ • . . • • ~~, • . . `~' ; • .."~~J~(~.._ ' - : .:5 - . . . . •, . ~ ' ' l' • . •~-!~~• ' ~O~• . . -nOQ:.-' , - / , . .' _ . . . . .. '// '' ' . : .I ~ ..••' , • . ~ ~ ~ . • ' .. ,' 4' MIN. ' • ~ ' ' • ~ ~ ' . ' 16' MIN. . . ; . . 00 . _. . - , ~ ~~0~- `~ ~ . . . . . , . .., . ~ .. . - .,. . .. , . . .. . ~ . ,. . ~ . --J - ~ ~ - ~ ~ . GRANULAR SOIL _ _ ' . To fill voids, ~ ' densified by flooding ' ~ " ~' ~ • _ ._,' . . •~. :~:. ;:~:,. • . - ' DETAIL ROCK DISPOSAL DETAIL FOR ISOLATED BURIAL WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~o~eciNo Femecula, California 89-B 1 -173 -01 for: Mesa Homes F qwe Nn ~ Converse Consultants Inland Empire p_~ ` ~ rI -~~ ~ i-, - ; ~ U ,: ~a ; , ;~~,;;, f:; ~~ _ f~ 1 1 1 ~ , . : ~ ~o :~,..:~ ~ e 1 I _ ._ ~ o :e: ~ ,..-:.~. x . C /; U o : ~ ' - - ~ Y ' ~ ~ , _ , _ ... -~ jjj1 , ,Y_: ;., , .ti•.: ; ~ .a ' ~~~ ~ _ : (~ II ~ C . .Y /- ~ ~ ~ C l w a C C y~ g ~n ~`Y~V wTt~ . ..;~' : , ' f ~+~ o '/~ v ~ ',~~ . ..y::~;~:::~ EO 1 . \ '~ : • y Y ': e ~p ~. ~,,.• O~. J ~ •.'• / • ; ~ o ~ ~ _ . 0. V' ~ ~: ~" p. . 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