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Home My WebLink AboutGeotechnicalInvestigation(May4,1988) OAN:N�G-OTCHNICA� SOIL AND FOUNDATION E N GI N EER I N G/G EOLOGY � 9606 TIERRA GRANDE � SUITE 107 SAN DIEGO CALIFORNIA 92126 � (619) 6963150 May 4, 1988 Project No. 5I0.15.1 GEOTECH�IICAL INVESTIGATION PFOPOSED MAP.GAkITA VILLAGE TENTATIVE TRACT 23371, 23372 AND 23373 RANCHO CALIFORNIA AREA RIZ7ERSIDE COL'NTY, CALIFORNIA 1.0 T�'^RODUCTI7N In accordance with your request, we have performe3 a � geotechnical evaluation of tne project site located northeast of the intersection of Rancho California Road and Margarita koad in the Rancho California area, Ri�Jerside County, State af Ca3ifornia (see Si�e Lacation Map Figure 1). The purpose of our i:�- vestigation was to evaluate the e�:isting geotechnical conditions at the sLbject site, and to provide recom- � mendations and geotechnical parameters for site development, earthwork, and foundation and siab de�ign for construction of the proposed project. We were also to evaluate the potenti«1 for on-site geotech- nical hazards. This report presents the results of our findings, as well as our conclusions and recom- mendations. For our study we utilized a"Conceptual Grading Plan" preparec3 by Robert Bein, William Frost and Associates, undated with a scale of 1"=200'. -- As parz of our investigation, we have reviewec3 the following reports: • * "Geotechnical T_nvestigation, Proposed Margar- i�a Village, Rancho California, Riversicle Count�-, California," Proj�ct No. _ .a prepared by Leighton ana k�soci �' n. ('�J � dated June 25, 1984. ' � ' �. i �AY U u �y�I , �: --�� _,.. ; ORANGE COUNTY OFHCE • 23232 PERALTA DRIVE • SUITE 202 • IAGUNA HILLS • CALIFORNIA 92653 •(714) 85S668ti �' i , ONV:N�G=O�CHNICA� . SOIL AND FOUNDATION ENGINEERING/GEOLOGY _ __ 9606 TIERRA GRANDE � SUITE 107 SAN DIEGO p � CALIFORNIA 92126 May 4/ 19 � O (619)695-3150 Project N� 510 .15.1 The Buie Corporation . I6536 Bernardo Center Drive, Suite 2Q0 San Diego, California 92128 __ Attention: Mr. Jim Resney , Subject: GEOTECHNICAL INVESTIGATION PROPOSED MARGARITA VILLAGE TENTATIVE TRACT 23371, 23372, AND 23373 RANCHO CALIFORNIA AREA RIVERSIDE COUNTY, CALIFQRNIA Dear Mr. Resney: In accordance with your a:�thorization, we have completed a geotechnical invest.igation� of the subject site. The : accompanying report presents the results of our firidings, conclusions, and recommenc7ations regarding the prop�sed - development. - This opportunity to be of service is appreciated. If you have any questions, please call. - Very truly yours, ��NEERlry�� 0 OWEN GEOTECHNICAL �`� �• ak r , ,� le �s, c� ' No. 1084 ExP• Cr"s� � � ` ERNEST R. ARTIM � � o �, o � � Vice President �ffRING ��` CE G 10 8 4 �'�rE' OF CA��F� Expiratio�n 6-30-88 J �a✓k-J��L�_ Q�pFE S y oQ ao�ESS, aN � : MART I N R. OWE N / `��`�� ,��N R, o F`,�� PQ��\ N R. D�y�2�c� President / y � <y � �? � RCE 2 315 5, GE 6 5 8 � W � Z m W No. G.E. OD0658 m Expiration 12-31-89 . lo� N°•2�1s5 � � Exp.t2/31l89 � E�cp. I2l31/89 � MLK/ERA/MRO : ms/bs z 1 ��`�' cr�v�� r � � �TFCNN��' �� \. � Of �•� <<� , F pF c��F�� vN�• � Attachments �---�-� � ; Copies: (6) Addressee ! - _ � � ORANGE COUNN OFHCE • 23232 PERALTA DRIVE • SUITE 202 • LAGUNA HILLS • CALIFORNIA 92653 •(714) 8556686 The Buie Corporation May 4, 1988 Project No. 510.15.1 � Page 2 * "Recency and Character of Faulting along the Elsinore Fault �one in Southern Riverside County, California," California Division of Mines and Geology, Special Report 131, 1977 by Michael P. Kennedy. * "Geotechnical Investigation, Proposed Mult- Unit Project, Lot 26, Tract 3334, Rancho California Area, Riversiae County, Cali- fornia," prepared by Owen Geotechnical, Project No. 748.1.1, dated March 7, 1988. - 2.0 SCQPE OF STUDY � � The scope of our st�dy included the following work tasks: * Review ana analysis of available pertinent : geotechnical reports and data; * Subsurface evaluation of soils with 15 test borings and 20 test pits; * Securing soil samples for appropriate - laboratory testing; � * Laboratory testing of representative - samples; - * Analysis of field and laboratory findings; * Preparation of this report presenting our ___ findings, conclusions, and recommenda- � tions. 3.0 �ROPOSED DEVELOPMENT Based on our review of the project plans and con- v�rsations with yourself, the proposed development • will consist of single-family and multi-unit resi- aential complexes and infrastructure with a golf ' course winding throughout. P.ssociated with the golf ; J 1 : , ONV:N�G-O�CHNICA� I The Buie �orporation May 4, 1988 � Project No. 510.15.1 ` Page 3 , course complex will be a Club House, Country Club, and related structures and facilities. The building foundations will consist of continuous perimeter . footings with slab-or�-grade floors. It is our understanding tha�� regraning of thE site is expected, with maximum rPgrac3es consisting of appror.i- mately 70 foot cuts and 6C+ feet of fill. Maximum heights of cut and/or f.ili slopes are about 55 anc] 60 feet, respectively. � Existing site canditions consist of rolling h�lls �,�ith erosional gullies and alluvial wash areas. The . highest elevation on-site is approximately 1,337 feet. � The lowest el�vation� on-site is a�proxima�ely 1,125 : feet. Vegetation consists of annual grasses covering the majority of the site and medium shrubs on the �- upper portions of the hills. " a.0 $UMMARY OF GENFRA.L SITE C�I�T�TTTO�?S 4.� Soil and Grour.dwater Conditions The logs of the exploratory test pits that were done by Leighton and Associates anc3 Pioneer ; Consultants pertinent to this site are included in this report as Appendix A. The locations of these exploratory test pits and trenches are shown on Plate l. Our investigation consisted of Lhe excavating, Zogging, and sampling of 15 test borings to depths � of about 16 feet. Logs of the test borings are � included as Appendix B. we also excavated, logged, and sampled 20 test boring pits to aepths � of about 17 feet. Loqs of the excavations are , presented in Appendix C. Laboratory test results , are presented on the logs af borings and test pits ' in Appendices B and C or in Appendix D. The ioca- " tions of the test borings and test pits are shown � on Plate 1. ; � . J ONV:N�G-O�CHNICAL a , :_.l The Buie Corporation May 4, 1988 Project No. 510.15.1 � Page 4 �ur study inaicates that the entire site is underlain by bearock ana al.luvial soils with areas of fill in the western, northwestern, and southern __ portions of the site. The approximate limits of the fill soils are depicied on Plate 1. The soils and geologi� conditions of the on-site materials are as follows: - * Topsoil As much as 2 feet of brown silty sands - that are loose and porous cover ridges and slopes at the site. These materiays - � contain grass and weed roots to depths of about 1-1/2 to 2 feet. * Alluvium (Oal) � Alluvial deposits are confined to the , bottoms of narrow canyons which drain the site. They rep:esent recent de�osits which collect in active c3rainage cours�s during rainstorms. These mater�als consist of brown silty sands that are loose. The deposits occasionally con�ain ` gravel and cobbles at their base. The compressible alluvial deposits are gen- erally no thicker tllan about 3 to 6 feet. * pauba Formatior. (Gps) _ ___ The subject site is unc3erlain by the Pauba Formation, which is considered to be the bedrock unit in =his vicinity. This formation consists of deposits of olc�er sediments composed of reddish-brown, poorly to moc3erateiy well-eementec3 massive sands�one with occasional ir.terbedded • facies of clayey silts, silty clays and conglomerates, with occasional small _� ; , O�W:N�G-OTCHNICA� i The Buie Corporation r9ay 4, 1988 Project No. 5I0.15.1 Page 5 boulders. Bedcied units of the Pauba Formation appear to be inclined variably at low angles ranging from 5 to 10 degrees or less. Although a general easterly trend is indicated regionally, local variations indicated that slight folding has occurred in the area. Expansion inciex tests inc3ieate an expan�ion potential of low to very low for the bedrock soils (see Appendix D for results of laboratory test- inq). . Based on the information that we have on the area, there is perched groundwater at depths of 14 to 20 ; feet from the existing ground surface below the canyon areas. However, soils were encountered at �. depths of 6 to 13 feet with moisture contents of 10 to 20 percen� (optimum is about. 7.5 to 10 �' percent). The regional water tab�e is estimated , to be located at dep�hs greater than 50 to 100 feet below the grounc3 surface. 4.2 Geoloaw c i�azards 4.2.1 FaultinQ Our review of pertinent geologic literature pertaining to the subject - site indicates that there are no known active �r mapped sigr.if:cant faults that traverse the subject site. __ Further, there was no eviden�e of on-site iaulting observed during our fielci investigation. However, it should be noted that the site is ' located approximately 6 rniles east af the maior active Elsinore Fault Zone. t Other major active faults are locat?G •- at greater distances from the site. t J { ` _J � ONV:N�G=O�CHNICA� ...� The Buie Corporation May 4, 1988 Project No. 510.15.1 ' Page 6 4.2.2 Seismicitv The seismic hazard most likely to __ impact the subject site is ground shaking following a large earthquake on one of the major active regional faults. The Elsinore Faul� Zor,e is the most 1?kely fault to affect the site with significant ground shaking, should - an earthquake occur on the fault. A . maxamum probable ever.t on the Elsinore Fault of 6.7 Kichter magnitude could produce a peak horizontal acceleration of less about 0.5g at the subject site. - «ith respect to this hazard, the site ; is comparable to others in this general area in similar geologic settings. The proposed buildings should be c7esigned in accorc3ance with �he seismic design " requirements of the Uniform Building Code or Structural Engineers Associa- tian of California. Strong vibratory motion due to earth- , quakes or blasting can cause liquefac- : tion of soils in areas where loose, granular soils are present in conjunc- - tion with a shallow groundwater table. In this case the loose surface soil � deposits will be removed c3uring grading. The recommendations provided in section 5.2.2 should reduce the ___ impact that might be caused by liquefac- tion. 4.2.3 Su face Water and Groundwater An apparent perched water table was encountered during aur subsurface - investigation �t depths ranging from about 14 to 20 feet below existing grade in the canyons. Water seepage .� � , ONV=N�G-OTCHNICA� . � The Buie Corporation A�ay 4, 1988 Project No. 510.15.I • Page 7 was observed in Boring B-5 at 3 feet � and B-7 at 13 feet. For design pur- poses, the treatment of this condition shoulo not significantly differ from a - regional water tabie, due to the relatively permeable nature of the soils. 4.2.4 Other Geoloaic Hazards No other significant geologic hazarCs � such as landsliaes or active faults are known to e�;ist on the subject site. It should be notea that recent subsidence � problems have developed in other parts of Rancho California reportedly associ- ' ated with faulting and grounc3water withdrawal in this area. Should conditions change due to increased � grounc7water withdrawal the effects of such groundwater withdrawal would have to be evaluated. 5.0 �ONCLUSIONS AND RECOMMENDATTONS Based on our geotechnical study.of the site anc3 our " review of available repor�s and literature, it is our _ opinion that development o� the site is feasible from : a geotechnical stanc3point. There appear to be no -_ significant geotechnical constraints on-site that cannot be mitigated by proper planning, design, and utilization of sounc3 construction practices. The following sections discuss the principal geotechnical • concerns which should be considered for proper site development. ' �.1 Seismicitv The maximum anticipated bPdrock acceleration on .• the site is estimated to be about 0.5g based on a maximum probable earthquake on the Elsinore Fault. ; For design purposes, two-thirds of the maximum � _� ONV:N�G=O�CHNICAL � .. a The Buie Corporation May 4, 1988 . Project No. 510.15.1 Page 8 anticipated bedrock acceleration may be assumed for the repeatable ground acceleration. The effects of seismic shaking can be mitigated by - adhering to the Uniform Building Code or sta�e-of- the-art seismic desian parameters of the Struc- tural Engineers Association of California. 5.2 Earthwark Grading and earthwork shoula be perf�rmed in � accordance with the following recommendations and the General Earthwork and Grading Guidelines included in Appendix F. 5.2.1 Site Preparat;on Prior to grading, the site should be " cleared of sur�ace and subsurface ob- structions including any existing construction or building debra.s, � vegetation, lan�scaping topsoils, loose fill soils, buried abandoned utilities - and other obstructions. Removea debris should then be dispose� of off-site. Topsoils can be stockpiled and utilized for landscaping soils for the project development. Holes resulting from - removal of buried obstructions whicn extena below finished site grades should be filled with suitable com- pacted fill. -- 5.2.2 RPmoval of Compressible Soils Loose topsoi� and a�luvi�l soils _ underlie portions of the site and are considered to be potentially com- pressible. These soils should, in � general, be removed to firm natural ground. The alluvial soils appear ta be re- -- stricted to the broad flat valley areas _s a1N=N�G-O�CHNICAL _ The Buie Corporation May 4, 1988 Project No. 510.15.1 Page 9 of the site. The steeper slope areas appear to be underlain by dense soil materials at about 3 feet or less. The limits of alluvium soils are delineated on Plate 1(Site Plan). The com- pressible alluv�um soils appear to be about 3 to 6 feet thick. However, localized deeper areas of removals and/or a hiqh water table which would effect removals should be expected and . removal depths should be evaluated by a representative of this office during - grac3ing. - � 5.2.3 Fills � � The on-site f ill and natural soils are - suitable for re-use as compacted fill, proviaed they are free of organic �- materials and debris. A11 areas }o receive fill and/or other surface improvements should be scarified to a _ minimum depth of 6 inches, brought to at least 2 percent over optimum mois- ture conditions and recompacted to at least 90 percent relative compaction ` (based on ASTM: D 1557-78). If neces- . sary, import soils for near-surface fills should be preciominately granular, - possess a low or very low expansion potential, and be approved by the geotechnical engineer. Lift thick- � nesses will be dependent on the size ' and type of equipment used. In gen- eral, fill should be placed in uniform loose lifts not exceeding 8 inches. ' Placement and compaction of fill should be placed in accordance with local gradirg ordinances unaer the observa- • tion and testing of the geotechnical , consultant. We suggest that fill soils f � ; � GNV_N�G=O�CHNICA� ti .._� The Buie Corporat��n May 4, 1988 Project No. 510.15.1 � Page 10 be placed at moisture contents at least 2 percent cver op�i�um (based on ASTM: D 1557-78), 5.2.4 Excavations and Backfill The on-si�e soiis because of their generally granuiar nature, may collapse in shallow excavations. To satisfy - OSHA requirements and for workmen`s : safety, it will be necessary to shore excavations deeper than 5 feet, or the . walls should be laid back at inclina- tions r_o steeper than 1:1 (horizontal - to vertical�) if workers are to enter such excavations. All excavations � should be examinea by an engineering - geologist from our office to evaluate �r,e pote:�tiai for collapse and need i�r - shoring or tiebacks. The on-site soils ma.y be used as trench _ backfill provided they are screened of cobble sizes over 6 inches in dimension and organic matter. Trench backfill should be compacted in uniform lifts � (not exceeding 8 =nches in thickness) by mechanical means to at least 90 percent relative compaction (ASTM: D 1557-75). 5.2.5 Slepe Stabili�y ' Our review innicates that cut or fill slopes inclined at 2:1 (horizontal to vertical) should be grossly ana surfi- ' cially stable to the maximum heights planned of approximately 60 feet. Cut slopes should be mapped by an engineer- � ing geologis� for indicaLions of potential instability and/or adverse i � j J �1H:N�G=O�CHf�ICAL � , � The Buie Corporation _ May 4, 1988 Project Noa 510.15.1 • Page 11 geotechnical conditions auring excava- tion operations. If adverse conditions are observed, mitigative measures will need to be developed for the particular ' field conditions. Adequate surface drainaa� provisions shoul� be providec� to minim�ze erosion. Fill slopes shauld be compacted by over-building and cutting back, or by sheepsfoot rolling in 2 to 3 foot increments as the fill is placed. 5.2.6 �ubsurface Drainaoe lSubdrains) 3f during grading seepage �n slopes is � observed, evaluaLions ma�� recon�ai�ena . that appropriate drainage be provided as c3HS�ribed in Apaendix E. Slopes - wh?ch may require such special drainage features will be evaluated and recom- : mendations given by Owen Geotechnical . field representation during site grading. To mitigate the build-up of water in the future beneath the areas of deep fill, we re�ommend the in- � stallation of subdrains in the deep . canyon areas. The gui�elines for the subdrain are i�c?udecl in Appendix E. ' The locations �f the recommenc7ed subdrains are snown on Plate 1. O�her � subdrains may b� added depending on field conditions. 5.2.7 Shrinkage and B�lking ' We estimate that the on-site topsoils and alluvial soils, when used as "� compacted �truc±ural fill, kTiil shrir�k � an estimated IO to 12 percent. We estimate that soils generated from the .; Pauba Formation will bulk at about zero � �0 3 percent when Lsed as compacted structural fill. 3 , ONV?N�G-O�CHNiCA� i > - The Buie Corporation May 4, 1988 Project No. 510.15.1 � Page 12 5.2.9 T anGi i n Lo � To minimize the potential for differen- tial settlements, the cut portion of - any area planned for structures on transition conditions should be over- excavatecl to a minimum depth of 3 feet below finish grade and replaced with compacted fill (see detail, Appendix . ��. 5.3 Foundation �nd Slab Design Founaations and slabs should be designed in -� � accordance with structural considerations and the following recommenciations. These recommenc]ations � assume that soils expased at finish�d pad grade �ill have a low potential for expansion. -= 5.3.1 Foundation Desiqn The proposea buildings on cut lots or _ lots with fill soils less than 5 feet thick may be sunported by conventi�nal, continuous, or isolated spread footings founded 12 inches (cne-story), and 18 " inches (two- and three-story) beneath . lowest adjacent finished grade. At this depth, footings may be designed for an allowable soil bearing value of 2,000 pounns per square foot for dead-plus-live loac3s. This value may __ � be increased by one-third for loads of short duration, including wind or seismic forces. Continuous perimeter footings shouid have a minimum width of ' 12 inches and be reinforced with No. 4 rebars (one top and one bottom) or in accordance with t�e structural ena,i- . neer's requirements. Isolated spread footings shoula have a minimum width of � 24 inches and be reinforced in accoi- � dance with the structural enqineer's requirements. T J O�W_N�G=O�CHNICA� I The Buie Corporation May 4, 1988 Project No. 510.15.1 Page 13 For lots with fills thicker than 5 feet, be reinforced with two No. 4 rebar top and two No. 4 rebar bottom (four total). Isolated spread footings - should have a minimum width of 24 inches and be reinforced in accordance with the structural engineer's require- ments. The maximum total and differen- tial settlements for footings designed in accordance with the above should be within tolerable limits. . 5.3.2 S1abs � Floor slabs should have a minimum thickness of 4 inches an� be underlain by a 10-mil visqueen moisture barrier underlain by a 3 inch layer of clean sand or gravel. The visqueen moisture barrier should be overlain by a 1 inch layer of clean sand to aid in concre�e curing. All slabs should be reinforced. We � recommend that slabs built on cut lots and lots with fill soils less than 5 feet thick be reinforced with minimum No. 3 bars placed at 24 incr,es on , center in two directions at mid-height � in the slabs for fill thicknesses greater than 5 feet the bar spacing should be reduced to 18 inches in two directions. We recommend that the steei be supportec3 on concrete blocks , (lifters or cradles) to assure proper placement at mid-height in the slab. ' Misplacement of the steel would result in insufficient reinforcement of the slab. The steel should extend from the • foundations into tne slabs at 18-inch spacings, and be embedded into the foundations for a distance of at least _ 12 inches. Minor slab cracking is normal and possible. � CNV:N�G_OTCHNICA� f x ; , The Buie Corpora�ion . May 4, 1988 Project No. 510,15.1 � Page 14 Post tension slabs for lots with fills deeper than 5 feet are an option with specifications provided and designed by a qualified structural engineer. We emphasize t�at it is the responsi- bility of the contractor to ensure that the slab reinforcement is placed at mid-height of all slabs. Our exper- ience indicates that use of reinforce- ment in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. How- ever, some cracking shouid be expected � as the concrete cures. Tne potential : for slab cracking may be lessened by the addition of fiber mesh in the concrete and careful control of • _ water/cement ratios. The use of low - slump concrete not �xceeding 4 inches at the time of placement is recom- mended. The contractor should take . appropriate curing precautions during the pouring of concrete in hot weather to minimize crack;ng of slabs. tive recommend that a slipsheet (or equiva- � lent) be utilized if grouted tile or other crack sensitive flooring (such as marble tile) is to be laid directly on the concrete slab. In addition, minor stucco cracking, as a result of shrink- age of the stucco and/or drying of the ._� structural wooden members, can be � expected. Footing excavations anc3 slab subgrades ' should be moistened or dried as neces- ; sary prior to placement of concrete. : 4Te recommend that all founaation • excavations be observed by a represent- ative of Owen Geotechnical prior to � s , �NV:a�G=O�CHNICAL �_ ; The Buie Corporation May 4, 1988 Project No. 510.15.1 Page 15 placemer�t of steel and concrete. Effort should be made to prevent large moisture content variations of the underlying soils by providing positive drainage away from building founda- �ions. �.3.3 �xterior Concrete S �abs Assuming that moisture-sensitive improvements are not proposed, exterior patio and/or driveway slabs should have a minimum thickness of 4 inches and be underlain with a 4 inch layer of clean - sand or gravel. Slabs should be preferably reinforcea with No. 3 rebars spaced 24 inches on center in two � directions. �Telded wire mesh (6x6-6/6� supportea an concrete cha�rs � is an acceptable alternate. Other exterior concrete slabs (i.e., wa?k- ways) should conform to the abo��e requirements. Crack control joints shoulc7 be provided at regular inter- vals. �ven with reinforcement, some slab cracking is still possible. 5.3.4 Uti11 y Lines Beneath Slabs -' Utility lines placed beneath the slab should be thoroughly tested and in- ' spected prior to slab pouring so trat ___ leakage resulting from defective � material or poor workmanship may be avoided. In additian, corrosion tests should be performea to evaluate the ' corrosion potential cf the subgraae soils. . 5.�.5 Lateral Load R is anr�P Footings founded in natural soils or _ compacted fill may be designed for a _� ONV:N�G=OTCHNICA� 4 _ � � The Buie Carpora�tion May 4, 1988 Project No. 510.15.1 � Page 16 passive lateral bearing pressure of i50 pounds per square foot per foot at depth. A coefficient of friction against sliding between concrete and soil of 0.35 may be assumed. 5.3.6 �,ateral Earth Press�°Ps Cantilever walls (yieldinq) retaining low-expansive, granular soils may k�e . desiqned for an active equivalent fluid pressure of 35 pounds per cubic foot. Restrained walis {non-�-ielding} shoul.d be designed for an equivaler:t fluid � pressure of� 50 pouncs per cubic foot. These values assume a level backfill � and free-draining conditicns. Drainage shoulc3 be provided as indicated in Appendix E. If slQping backfills are planned, we shculd be censu�ted ta prov?de design lateral pressures. Any future surcharae from adjacent . loadings should be evalua�ed by �he geotecnnical and s�ructural enqineers. The horizontal distance bPtween founda- � :.ion elements providing passive resist- _ ance should be a minimum of three times �he depth of the elements to allow fu�l development of the�e passive pressures. Swimming pool side wa�ls should be designed as restrained walls ny the .� struc�ural engineer, in accordance with � this section, using a minimum equiva- lent fluid pressure of 80 pounds per cubic foot. _ till retaining structures shouid be provided with a dr�inage bla^ke� and % weepholes or c3rains (see Appenoix E). , Wall footings shoul� be designed in , � _�; ONV:N�G=O�CHNICA� :, � ._: The Buie Corpora.tion May 4, 1988 Project No. 510.15.1 � Page 17 accordance with foundatien design recommendations and reinfercea in accordance with iacal codes and struc- tural considera�ions. 5.307 Preli 1�'i_narv Pavem�nnt Des�an The appropria.te �avement sections deperid primarily on the subgrade soils, shear stren�tn, traffic load, and planned iife. F�nal pavement desigr:s should be confirmed by R-Value testing on final subgrade materials. Asphalt concrete (AC) and C'sass II rock bas� � shou�� conform to, and be pl«ce� in ; accordance with tne iatest revision of �he California Dep�rtment af Trans- - portatian Standard Specif�cations� Prior to placing the pavement sections, ' the subgrade scils should have a relative compaction of at least 90 per�ent. We also recommend tr,at the base course be compacted to a minimum of 95 percent relative compaction (based on ASTN: D 1557-78}. � 5. 4 Surface Dr� i_n_�aP Surface drainage should be controlled at all times. Positive surface drainage should be provided t� direct surface water away from struc- tures toward the street or suitable drainage _� facilities. Ponding of wa�er shou?d be avoided adjacent te the st If pavement areas are - planned adjacent to landsca*�ed areas, we recommend that the amount of irrigation be kept to a minimum ' �o rec7uce the possihle adverse effects of water an , pavement subgraae. F�rea c3�Gins should be proviaed : in area� of deck:ing and lawns. We recommend that measures be taken to properly ' finish grade the �uilding area, such that drainage r water from the area is air away from building f o und at i o n s .�� t m�:� u�n--a �a.d.�—£.o-r—a , � a1H:N�G=OT-=CHNIC/�L i � : .e ^ The Buie Corporation May 4, 1988 Pro;ect No. 510.15.1 ° Page 18 . �t-an.ce—e-f---�--�e e t), i 10 o r s 1 ab s, and t ops o f slopes. Planting areas at grade should be pro- vided witi: positive drainaqe away from the build- ing. Planters adjacent to structures should have "� closed bott�ms and should have provisions for drainage sUCh as catch basins and pipe drains. Drainage ano subdrain design of svch planters should be provided by the de�ign civil enqineer anc3/or architect. The provis:.cn of adequate surface drainage fea- tures is essential to minimize erosion cf slopes and ponding af k�ater adjacent to fcundations. In . addition to positive lot drainage, drainage improvemer.ts cften employed include roof gutters : (with downspouts discharging away from foundations into suitable devices), subdrains around buildings - and shallow area drains. Homeowners and/or proFerty owners should be encouraged to m�in.tain �- good surface drainage. 5.5 �orz�s;on Poter.tial Resistivity, pH and sul�ate tests should be performed on alI subgraae pad soils since our test records indicate that there is a patential for � corrosion from certain local soil types. We . recommend that these tests be performed as soon as practical and the results reviewec3 to evaluate the ' need for alteration in tr,e concrete mix design. We recommend that solutle sulfate content tests be � performed on the finish grade soils to evaluate j� the type of cement to be us�d for construction. , 6.0 cONSTRUCTTON INSPEC'i'TnN ANT, L MTTAT ONS ' The recommendations provided in this report are based . on our observations. The interpolated subsurface conc:tions should be checl;ed in the field during � c�nstruction by a representative of Owen Geotechnical. We recommend that all foundation excavations and ? gra�ing operations be observe� by a representative of � z ONV:N�G-OTCHNICAL � i The Buie Corporati�n May 4, 1988 Project No. 510.15.1 Page 19 _ this iirm so that constru�tion is performed in accord- ance with the recommendations of this report. Final project drawings should also be reviewed by this office prior to construction. . The recommendation� contained in this report are based on our field exploration, laboratory tests, and our understanding of the pr�gosed constrvction. If any soil conditions are encountered at the site which are different from those as�umed in tne preparation of this report, our firm should be imme�iately notified so that we may review the situation and make supple- - mentary recommencat?ons. In addition, if the scope of the praposed structure chanoes from that described in - this report, our firm shauld aiso be notified. This : report has been prepared :in accordance with generally accepted soil and foundrtion engineering practices . within the greater Southern California area. • Professional judgements gresenzed herein a*e based partly on ou� evaluations Qf the tecrnical information gathered, part�y on our unnerstanding of the proposed : construction, and aartly on our general experience in the geotechnical fielC. Our engineerinq work and judgements ren�ere�? meet cu��ent professional stand- ards. We do n�t ouarantee the performance of t:�e � project in any respect. This firm c3oes n�t practic� or consult in the field of safety engineering. We do not direct the contractor's operatians, ana we cannot be responsible for the _ safety of other than our own personnel on the site; _ e therefore, t�e safety cf cthers is the responsibil3.ty of the contractor. The contractor should notify the owner if he considers any of the recommenaed actions � presented herein to be unsafe. � � �1N=N�G-OTCHNICAL � � : ,m � �Y: � i �___ ______ � �cu.r N�... �vuic�_ �' = �S ` _ _ �. I s ' a • _ _ _' "t 2 'r F . _ � _ _ _ �. N' ./N T � M,q q I \� I 1 ; 1 `` . R51� ^ �� o .o-� \ F�i.c qD / I � `�. � ■ , � f � i4 \ < PF� I �^ � y 1 \ I I I WIN RY t � B �1 MCB IT y - � I « �— � k° :� s.w P� U.�_ I I '�"I) P.�. �� 1! L� I ` �c� � '`•�S."�.y OFPRSy.; I � 'ro � , � .r I �tiJ!==�- � ;4 c � cer,q. 1 � �'' (,/�`' // T O �c" o g' �� . � �( /µ� � EP '�i� 'a I V : Y~` / ' � O V l \ � � � � � I �F I £ � � � V` „` �Ei �\ I �.i r , � \�C I 9 �,\.II�GN � '9! . �� .-'�� ' �� ^� W � f 6 . � t f I � i � I � �� 1m < �` 0 � p � I v� � ?,\\4.� S'^`1 : � - -� --- ---- L h ` °6--- �%r ------ � vP ��fp � r - f� ` _ -- I ' � � � � i ny.. � I I � � /�/ � � 19 9 p6s °� A . � \ G �� t �� E � � . 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'➢ � PAUB� i P �,�.� OEp P�NSIE- �.� ° , ��r�ch� ��Iifit - t ,, �' TEMECUlA � t I ' �C�� M; i� sroRrs . � I .+Y4 v I l� VN:u�vENA I PANX i�-'. � i � I 9 �' �` j P � t� 'fF� st � .::rr,�:,;.,•;'.,:.: � � � sr a , _ �EPD _ vA _ _ _ __ � .. _ ; _ _ � _ _ �+ _ _ _ i _ _ �'PhTtnl�I_ _ _ _ _ _ _ � _ _ _ + � _ _ � �_�.� _ _ _�' c� /:�ucoN N;� 4<S��OW�ITEq � � I I ' I i i � ��ES�NO� RO I o I � � � c o/ :^H,,,e _ o j. .�,°� r I o l � I � I� " h s � . � �M . 1 � ��' .'� ` � � OwA � 4� , �`, 1 I � � Z�V�� El DF� � . � y � ' ' N � I '' I B � i> ' i - I i '+y ° r� � v�co _.-�"� � �i � �• J " `/ @; 'r---i+-';� ° � _ --- -" , ; �"� �- �i�fs e� � e ,0% : iPl V�g � \T G �� ¢ LOIIT= ? �' � � � d 4 <� ? ' �--- 8� ,�� 1 � _ � I 3, � / ;' � ---- ��C � --Y� -- �-�-T-- , - - ----�----+--------- t-'=----=__ J� �y'� � A ... �I � CA g � 4 P O Q s,• M � �__ ��'� � � y �q � I ES 2: r ' /�� W �� ' 0 9�. 9 45, � /� ��"' � � . F F° �°� "� � d o F � �� a � �! � . � I ti9 /�°c � y � I � � I n� i � ' i�";c !` �/ � � 2� �4 � �� !r � ' � Pc ''' � � ��op, �o" I I ,�� c; P T � i � �0 4 � � � s ! . I � ,� ey� , �' .�J ° � � _ ' � .�. . 4t' ' ' 1 i � � 1 � . '' ( ' � J SCALE (M1LES) 0 1 � I , _� � SITE LOGATION MAP - IVfARGAR VlLLAG� � ��7=��Cil�i V��/ /PRQIECT NO. 510.15.� /fIGURr" NO. l � s e , DAT 5/2/84 Trench No. T-15a Sricet i q r i — PROJEC7: 'I U� t' i�i and Brink - N,arqarita Viliaqe Job No, 6B40359-Oi EOUIPME�dT CO: B0� Backhoe Type of Equip. � co0r rxtend ELEVATION: I '95 FT ASL Backhoe >, +� a: � N • �� o+� o c �� .`—°"' GEOTECH�i1CAL GESCRIPTION C u1 �n G! N 7 C U U ' Q LL 6J 61 L � V- �-+ d . c t-- r..� n c� �.� r- ar� `— ; "' ° n ° �° �n = Sam By JR � P Y •0 s > i ISM SILTY SAND: Brown to yeliow brown, ioose to ,� I medium dense, moist, fine to medium sand w/ � scattered coa n e sand and fine gravel and well graded sand, inte^iamirated in 1/2" li4 10 I 0 3" ±hick layers, occassional rro unded ^..ravel iand cobble. - �� i bag ! 6 lll 11 SM SiL?Y SANC: Brown, medium ciense, moist��ine � � to medium sand w/,cattered coarse sand and fi;. °' orave;, s�ratified, eranular, micaceous. E I � ^ � a � I • '�0 aLi � v 0 I � � � 7b . � ; � TOTAL DEPTH 13' I NO 6P,0'JND WATER MINOR :.AVIN6 =RdM SURfAC� T0 3' TRENCH BA�KFILLED i I ' � � � ' � LOG BY LEIGHTON AND ASSOCIATES . TEST PfT LOG — MARGARITA VlLLAGE �11A�'N/G=O !NICAL /P�aafcrNC. sio .�s., ' � � � f1GURf NO. A-1 i DnTE: 5_2_g4 • Pir:Y1JY: jJ(,1� �-�Gn �UCE'C OI - PROJECT: Tu rrini and br - �a !� :nx Mar�a. ta c� _=z: Job }io 68u0?�o_n E^vUiPtvIENTCU: Bob's B2Ckhoe 7ype of £quip, Case �soc Exter.d E�FVATION: 1� ASt Backno= . r, ! �• � i .;, .� o ,� _� � 4- »� Y � a' ' �� GE07ECHNI CAL DESCRIPTION LL W � N Q �� I C � C U U ' O� C� N .� U � v- .�= u� I T • t� vi d .--- N ` i � G� �� ?� C�•.- C .i 1�Q�n� e�r �F? � >-- w ai � o c c= I r ° G ( � a I�" I`i'`.) .»7plc�d Ey �t. 0 I � � — I�.. ° , f I S�; Ni:.:'`_' Sn;�P'•: Broun to grey-brown, loose, ery , I �'ine �o r�edium sand with scattered coarse sa^.c Y � , I u-. SW� Ia,:d °ine g^3•�el, some silt., verY Porous, pl.a�' I � O � I '�1 e^aS5 d^C b^USh1 .*'OOLs� tC: � f' �t • y � e`� � � AlCD (SAPiCSTONE): Red�ish-o.^our,, denae, mo'_st. ! '•, � .reii gr2dzd sand u;th well reunded (peobxes! I I,"ine �rave:, micaceous, massive, m�de^ately � j 5 � .+eathereo uith �race silt and clay, moderatel_, I �+°i'_ remented. � � __ � � � 4 � � l i , i i _ _ I � i � � j i � � - I I � T;JfAL �EPi!i 4' ~ I � � � NC GROJIIL` WATER I j� � I � ! r�e cn:�zrrc 1 ! ; I I I TR£.tiCH BACIiFIi.LD I � � ' � I � I i , � ! � � I I � I � I � i ; � ; � i i - i �' , � i t � LOG BY LEIGHTON AND ASSOCIATES � ; TEST PIT LOG —� �1�►Rf�ARiT� VILLAGE � ��/G =OTCHNIC/�L % PRQlECT NO. 5�0.15.1 /fIGURE NO. A-2 , DnTE 5_�_g4 _ BOF,ING NU. �-�� Sheet of . PRC�ECT: 7urrini and 5r: !;a^�2ri �a V:liaa�• Job No. SP�r,?�c_ni EOUIP�,�ENTCU: _ fiOC'S Eack:;r,e Type of fquip, Case 580C rxtend ELEVATION: 1235' kSL 3acknoe � � � �� M vi � �',`"; o..� 1 0. ro c I � y.'— "' GEOTECHNICAL DESLR1PT10N �.-.-' �y Gl v � O I ,= 4- �-+ C U U G H i �� 1 U �� .- ✓) y :, �� " ; �, � Looged By � �~ c�i I�=, i = :� �, -- Sampl ed By _ .ip - � � r , SM ZLTY SA:1L: Broun, leose, d.^y to sligh*_ly mo'_ � o i ' fine, to medium sand uith scattered coarse 52nd, -.� G �J oderaLe silt cantent, trace fine g^avel 2nd ; I f . � f � clay, porous, w+_th plant roots to 3`- feet. J � i SM SILTY SAi:L•: Broun, loose to medi� cense, �, � � L_ __ � slightly moist Co moist, fine to mediia sa�d 1 � � 5 J� � ��.�it, scattered coarse sznd, uace fine grave?, i = �aS � I I��orous to 5-6 feet �:ith r�ot hairs. � � � � beco^ing medium dense. ! ' I-_' � � I I I - � C I I I � L � i I f . I �� O � I - � � I �� :; � i � � � ; . � .� 5 � I � TOTAL DEPTH 12' , _,� � NO CROUND WATcR � HO CAVING � TREI�CH BACf..'�ILLD I _ + .� � � . � � ' ; � , I I I � . _ � � i � LOG BY LEIGHTON AND ASSOC�ATES � �TEST PtT L�G - MARGAR(TA VILL _� .� � ��C,? =OT�,HNICAL /PRQI�Cl NO. 510.1fs.1 /FiGURE NO. A-3 � ; DATE: 5-2-84 EQRIt�G �O. +-24h SHEET i o1 i PROJEC7 'urrini and Brin� Marca^+La V'lla�e Job No �R4��50 EOUIPM[�TCO: � or�s sacknoe Type of Lquip. case 5eor_ Extend ELEVATION:1 r,.9i1 � n$�, f3dCkhOe � Y M ✓i I,�„ � ;., �a - ��i GEOTECHNICAL DESCnIPTION � M- C L �+ • ~ W � � �� d � C U C.J W L 61 v t O ( � 4- 1 � v • G � y +- . ° " " ?, a •=� � ; ^ Logged By 1R �= o�, ar o o c� o a I� = �! N samp; e� ay -� I 0 � � SM S_LTY SAND At1D SAlr�J: Yellou-brown to broan, S? loose, dry to slightly moist, pcnrly grade�, 1� � Ifine to medium sand, laminated With fine to I > � I I �medium sand and silt, granular, micaceous. � c � baa � SIL'_'Y �AP;D: Brc•-!n ;o dark b^own, loose, moist :^ir.e sanc, Some silt, organ:cs present, layere 5 I s �' l:�hter Droun and vellou-broun soil. bag � I SILTY SAhiD: Broun, loose to medium dense, � � I moist, fine to medium sand witn apprecia�le o � sil� and scattered coarse sand uith fine � � cravel, iron and manganese oxides With *our.de y E �ravel '_2yer a� 5 f2et �ndicating subae^:a'_ I," exposure in recen*_ past, qr.an _ J _ ' mediur.i dense. 1G � � Q - I L �° � i � J � I 15 I I T�AL DEPTH i3' I I I NO GRWND WATER � NO CAVING � TREN�H BACKFILLD � � � � � � ! . � i J : � LOG BY LEIGHTON AND ASSOCIATES , TEST PiT L4G - MARGA►f�ITA VILLAG� 9 /� I ��7=0��N�C/�L /PR�,�lEC7 NQ. 510.15.1 /F16URE NO. R-4 LATE 5-2-8a 30R?Nu N0. T-Z�^ Shcet =�f _i PRO.IECT: Tu^^i ,1 a Brj.nk - Mar�arl ta :'+_llaze �ob NC. 684035g-�� EOUIPMcNT CO: �JD' �acknoe ;ype of Equip. Cas� 58oC �xtend Backho=_ ELEVATIOiJ: ' 14F' ^ � T . � o' � T a: �, ,� ,� :,., � � - � �� GEOTECHt�1CAL DESCR1PT10N r� o,.� o.�a c �+� � m � c c� u w� a a�i � o ` o•� +� c� - ° �f— � s' � >., n•� c. � r": l.00ged 9y JP, I ~ o� � n�' "c� j v � Sampl ed °y ,: -- � � SM ISILTY SAt.'�: Bram, loose, dry to slight' y ] '' aoist, .`ine to mediur� sar.d with scattered ° c;.2rse sand and fine �ravel, mode^ate �Slt, I� � � �cor�ten�, �orous, piant ;grzss and brush) rov�s �CO = rPoL J � SM SILT_' SAIdD: Bram, loose to mediu.� dense, � ei.st, *ine to oediutr, sand aith scattered coa^� 5_1 ba sand and ^ine gravel, appreciable silt content (� � `� iporous to 4-� feet, ti:th root h2irs. m 4— — — � ^e�ium dense � ' ! . � 4 � L � " i O I � I � � ' � ' ,5 � i ! � � TOTAL DEPTH 13' � � � � I ; � t70 GROUND WATER i NO C:,VING TP.E 7CH BACI�'ILLD : � ` � � I � � i I I �i LOG BY LEIGHTON AND ASSOCIATES TEST PfT LOG - N1ARGaR[�A VILLACE . ��/G =O�=�,HNICAL /� NO. 510.15.1 /FIGURE NO. A-5 � J.21. 1208-G'S0 r�OTE: irer:.n cxcavation Logs P:t No. 1 through Januay 1973 13 After Pioneer Consultants (Reference '�'► dated January 15, 1973) E X C A V A'_'' Z O N L O G S Death - Feet Desc�iption • -- --� Ptt No. 3 . 0.0 sand, fine to madium, trace coarse, silty, ligh� broFrn, a�ist, loose 2.0 2.G Sand, gine *_o mQdic�►, trace ot coarse, _ � c2aysy, tan, ve�y har�, increasing : � moisture i 5.0 Same daIICriptian as in 2.D'-6.0', " but lower c18y content 10.0 � San�, tinc to co�rse, trc+ce of gravel, ��ow.n, dense lI. 0 .; E F Project Nc. 6840359-01 Plate No. B-i ; � LOG BY PIOfJEER CONSULTANTS �'�ST PiT LQG - �V6At.R�ARITA VILLAGE � ' _, � �� ►_CHNICAL /PRQIECT NO. 510.15.1 �IHGURE NO a � i c -o DRILL�NG COMPANY: AZTEC SERVICES RIG: PORTABLE AUGER DATE: 4-9-88 BORING OIAMETER: 4 INCFIES DRIVE WEIUHT (S): 140 LB5. DROP: 30 INCHES ELEVATION: 1129 FT. � �� Y i EST BORING NO. 1 F � a O F- v cn w a � � cn ¢ cn r' .�-' J Q Q \ Z.^ �� J`� G� � � � a � w UU = w 3 � � O °' � � Q v g p 0 ° SOIL DESCRIPTION SM A7.T• (Qal): Medium brown silty sand, dry, loose, medium- to coarse-qrained, We11-graded, micaceous 14 109.4 2.6 SC Q 3,0 ft, Becomes clayey, moist 5 SC PAUBA FORMATSON (Qps): Medium browz: clayey, silty san3, mois:, medium dense 24 115.9 11.0 To`�al Depth: ;.0 ft. No Water No Caving Backfilled 4-4-8E 10 15 20 --_ 25 fi ° 30 � TEST B�RfNG LOG PROJECT N0. 510.15.1 MARGARITA 42LLAGE FIGURE N0. �-1 � ��/G=O�CHNIC/-�� DRILLING COMPANY: AZTEC SERVICES RIG: PORTr1B.*.E AUGER DATE: 9-4-88 BORING DIAMETER: 4 INCi3ES DRIVE WCIGHT (S1: i40 =.BS. unOF: 30 INCHES ELEVATION: 1138 FT. w� Y TEST BORING NO. 2 � W J w a � p � w � `n �' v Q 4 \ Z` �� ¢t/) V� � W c� r Z �j U -- � � W 3 o a cn � vi a Q ? O � � z � � W m Q m � O �' ° SOIL DESCRIPTION 0 . SM ALLWIUM (Qal) Medium bro�.z: s:lty sand, dry, loose, medium- to c.oarse-grained, well-graded, micaceous --- 6.6 9 113.0 8.0 SM/ @ 3.0 £t. Becos.es slightly clavey, moist SC 5 --- 12.0 SC PAUBA FORMATION (;gs): Medi� brown clayey eand, moist, medium dense 21 117.5 iA.9 30 117.6 14.0 ` 10 I Total. Depth: 10.G fL. No Water No Caving Sackfilled 4-4-88 ' 15 20 25 ' 30 i _s TEST BORIRIG LOG -' PROJECT NO. 510.15.2 MARGART_TA VILLAGE FIGURE NO. B � EyVltst�IG=OTCHf'�IICAL ,. a DRILLING COMPANY: �Z^EC SERVICES ��G� PGRTF.BiE AUGEFt DATE: 4-9-88 BORItJG DIAMETER: 4 INCHES DRIV� WEIGHT (S): 140 LBS. DROP: 30 INCHES ELEVATION: 1157 FT. w�} TEST BORIN� NO. 3 �- J C�L � H W o �•� N � � s Q � Z �F G V.i � � ✓; p y � i Z (� U = w 3 r- v? a C7 > p Y � Z � v ° m ° �' � � � SOIL DESCRIPTION 0 SN: ALLWIUM. (Qal): Meditun brown silty sand, dry loose, fine- to medium-grained, micaceous 18 121.4 � 11.4 SY./ PAUBA FURMATION (Qps): i�teditm; brown slightly clayey sanz, moist SC mediun dense 5 --- 9.0 @ 6,0 ft. Becomes medius dense, coarse-qrained 21 119.& 10.6 � Total Depth:. 7.0 ft, _ No Water . Cavir.c, at Surface to Depth Backfilled 4-4-88 ' 10 . �� 2U _, 25 * ' 30 � � - rEST �o�ir�� aG j PROJECT NO. 510.15.1 MAkGAI2ITA VILLAGE FIGURE N0. B-3 � E�st��G=OTCHf'�ICAL DRILLING COMPANY: AZTEC SiRVICES RIG: PC�TFI�Z,E AUGER DATE: 4-9-88 BORING DIAMETER: S INCFIES DRiVc WEIGHT (S): 14C i�BS. DROP: 30 INCHES ELEVATION: 1253 FT. � � J�} -- TEST BORING NO. 4 J c O i- w � �?^ ,�,�, Q a � Z �� Qcn J _ � w � O n �� U vj a a � � ¢ � z O ? ° m° m o °�� SOIL DESCRIPTION 0 SM ALLwIUM (Qal) Medium brown silty sand, dry, loose, me�ium- to fine-graineci, well-graded, �icaceouE @ 3.0 ft, Becomes moist, medium dense 21 --- 2.5 5 -- --- 3• ` SM FAUPA FOP.MAT_ION ( D6� Q Medi� brown silty sand, moist, medium dense, coarse-gzained 31 117.9 4,9 mo*..�1 Depth: 7.0 ft. No Water Caving at Surface to Depth Back£illed 4-4-88 � 1� 15 2U _� 25 � �' 30 � TEST BORING LOG � PROJECT NO. MARGARITA VILLAGE FIGURE N0. B-4 � �NfsN/G=Oi-CHNICAL DRILLING COMPANY: AZTEC SERVICES k�� POP.TABLE AUGER DATE: 4-4-88 BORING DIAMETER: 4 INCHES DRIVE bvEivHT (S): 140 L3S. DROP: 30 INCFiES ELEVATION: 1199 FT. w��- TEST BORING NO. 5 � W J .. J d � � W v �'� a O v � � \ Z � <c? < cn � w � � Z U U N D n co w w Q � � � � p O� ° m ° ° ° " � SOIL DESCR(PTION 0 SM ALLfT�'IUN (Qal): Medium bro�n silty sand, dry, loose, fine-to coazse- grzined, well-graded, micaceoue 4' --- � ( 4.0 £t. Beco�es saturated 5 22 123.4 11.8 SC PaUSA FoRMaTZOh (�asi: Medium brown clayey silty sand, very moist, medium dense 24 113.5 17.1 10 Total Depth: 1C.0 ft. Water at 4,0 ft. No Caving - Back£illed 4-4-88 15 I 20 � � _ 25 * No Sample Recovery ' 30 . - r�s - r ao�Et�G LoG � PROJECT N0. 510.15.1 MARGARITA VILI.AGE FIGURE N0. B-5 ; OMf�N�IG=OT-=CHNICAL DRILLING COMPANY: A2TEC SERVICES RIG: PGXTABLE AUGER DATE: 9-4-88 BORING DIAMETER: 4 INCHES DRIVE WEIGHT (S): 140 LBS. DROP: 30 INCHES ELEVATION: 1208 FT. w~ TEST BORING NO. 6 F W J Y .. w � � � � � ��.. w � � �n T Q c? � C C � Z � � � cn N w � �= Z U U � � w Z C a tr, w .,; F � J a a ? O ¢ � Z p� ° m ° °' � � � SOIL DESCRIPTION 0 . SN,,S� ALLUV7UN, (Qai): Medium brown slightly clayey sand, dry, compacted, £ine-to coarsa-grainefi, well-araded, a�icaceous 35 i16.9 8.2 S� � PAIIBA FORMATION (Qps): Medium brown slightly clayey sand, moist, medium dense __ 5 Total Depth: 4.D ft. No Water Nc Caving Backfilled 4-4-88 ' 10 15 I 20 25 " 30 ; = TEST BORING LOG Y PROJECT NO. S10.Z5.1 MARGARITA VILLAGE FIGURE N0. B' � C�NVs'I� n DRILLING COMPANY: AZTEC SER�'ICES %�IG: POP.TASLE AUGER DATE: 4 BORING DIAMETER: Z1 INCiiES DRIVE VJEIGNT ;S): 140 �,IIS. DRO°: 30 INCIiES ELEVATION: 1205 FT. w� TEST BORING NO. 7 F W J Y .� J n. � F- c \o G'^. w d � C � w � G .. .�. � Q C � Z� � F- < Cn � cn � w � �- z �,. U = w � � � � r U? w < ¢ � ¢ � p O � � CJ � C,. O U c1� 0 SOtL DESCRIPTION . SM ALLWIUN_ (Qali Madium brown s�lty sand, very moiet, loose, medium- to coarse-grained, weli-gzaded, micaceous 17 118.E 9.5 SM FAtJB:, FO?tMATZU2. (�s) c Medium bro-ar, silty sand, very mois., medi� dense _ 5 � 15 116.� 17.7 SC l 6.0 ft. Becomes clzvey 19 116,1 14.3 e 9.0 °t. Becomes medium dense 1G ` 25 108.6 19'9 � 13.0 £t. Becemes saturated � Total Depth: 13.0 ft. nater at 13.0 ft. 15 No Caving BaeY.filied 4-4-88 20 � 25 : 30 E c i � f TEST BORi�1G LOG .; PROJECT NO. 510.15.1 MARGARITA VILiAG� FIGURE N0. B-7 � O�iAfs"��G=OT��HNI�AL a DRILLING COMPANY: AZTEC SERVICES RIG: PORTABLE AUGER DATE: 4-5-88 BORING DIAMETER: 4 INCHES URIVE WEIG�T iS?: 1S0 LBS. DROP: 30 INCHES ELEVATION: 1207 FT. W ��> TEST BORING NO. 8 t � a p � � cn ^ � Q E � z� �� '• � � `n p w n c vU W < � � } L * � p G� � m o p� ❑ U cn o SOIL DESCRIPTION St•; ALLUVZUN, (Qal): Medium brown ailts sand, moist, loose, £ine- to coarse-r,rained� well-graded, xicaceous 14 121.fi 9,8 SM/ PAUP.A FORN.ATIOh (Q�s;: Medium brown slightly clayey sanB, moist, SC medium dense 5 12 109.5 9.1 Sbi C 6,0 ft.. Becomes c��se-qrained, very moist 19 112.6 10.1 @ 9.0 ft. Secomes medium dense 10 @ 12.0 £t. 3ecomes looce 16 105.2 7.3 _ 15 20 108.2 12.0 I� 15.0 £t. Becomes se8ium dense, qravelly Total Depth: 16.0 ft. No Water No Caving - BackPilled 4-5-88 : 20 ( � I r � � _� 25 ( f � 3� � T�ST BO�R[NG LOG _� PROJECT N0. 510.15.1 MARGARITA VILLP.GE FIGURE NO. B-8 ! C�AfsN�G=OTCHNICAL :� DRILLING COMPANY: AZTEC SERVICES RIG: �ORTnBLE AUGER DATE: 4-5-EQ BORING DIAMETER: 4 INCHES DRIVE :"JEIGHT :S:: 140 I.BS. DROP: 30 INCHES ELEVATION: 1199 FT. W� TEST BORING NO. 9 � � a G � � � .-. w a � ? � a c? .�"'� Q � � Z = N � � Q n c~i�w (JjU � w � � � vi w Q � � ¢ � p O � ° C0 � � ° " �' SOIL DESCRIPTION 0 SM AL:WZUM (Qal): Mediva browu silty sand, moist, loose, med.iu�- to coarse-grained, we�l-graded, micaceous � 21 121.5 13.6 �SC PP.UBA FORb1ATI0h (2vs): Mediva brown clayey sand, very moist, medium dense __ 5 25 120.2 13.0 @ 6 .0 ft. Becomes coarse-grained Total Depth: 7.0 ft. No Water No Caving Ftackfilled 4-5-88 10 15 20 _1 25 s � 30 � � TEST BORING LOG ; PROJECT NO. 510.15.1 MARGARITA VILLAGE FIGURE N0. B-9 ;, CMf�N�G=OTCHNICAL . ;� DRILIING COMPANY: AZTEC SERVICES R!3: PORTA3LE AUGER DATE: 4-5-88 BORING DIAMETER: 4 INCHES DRIVE WEIGNT ;S): la� LSS. �RUr: 30 INCFiES ELEVATION: 1199 FT. w� TEST 80RING NO. 10 ~ a a � � W o �.. LL Q Q \ Z j� J v� _ � � `n c n v w v y w 3 F- Q Q Q m 2 � p O� 0 m ° `� SO{L DESCRIPTION SM AL:.LNIUM (Qal;: Medium brown silty sand, dry, loose, fine- to - coazse-grainefl, we�l-qraded, micaceous 16 12i.0 12.9 SC PAUBA FCRN.:.�ION (Qps}: Medium brown clayey sand, ver: moist, medium dense ___ 5 15 120.8 10,0 SM @ 6.0 ft. Becomes silty 21 11?.2 15.2 SC @ 9.0 ft. Beccmes clayey ' 10 � 12.0 ft. Becomes mediwn dense 26 111.4 16.1 :otal Depth: i3.0 ft, 2io watez ' 15 No Caving _ Hackfilled 4-5-88 20 � 25 I � " 30 �t { TEST �ORIt�G �OG � PROJECT N0. 510.15.1 MARGARITA VILLAGE FIGURE N0. 8-10 � �IIit�N�G=O�CHNIC/�! { DRILLING COMPANY: AZTLC SERVICES R�� POR� :BLi AUGER �AT�� 4-5-88 BORING DIAMETER: 4 INCHES DRIVE WEIGHT (S): 140 LBS- DRO?� 30 INCHES ELEVATION: 1150 FT. � J � o� � I� TEST BORING NO. 11 w a � � � W o �� Q � � w � � � J U = N w � O n y� U � a C7 > p r �� J� o m Q m Q �� p�. o I SOIL DESCRIPTION SM ki,LWIDM (Qal): Mediam brown cilty sand, dry, loose, £ine- tc coarse-grsinefl, weil-gzaded, a�icaceous 17 123.3 1�.0 SM/ PAUBA FORu.ATIO2: (�si : l�iedium brown slightly clayey sand, moist, SC medium dense 5 21 114.6 5.2 � �•� �t. Beeomes medium dense, verv moist 16 118.1 10.5 SM @ 9.0 ft. Becomes medium dense, silty 10 32 116.5 22.1 ° To%al Depth: i3.0 ft. No Water . No Caving �5 IIackfilled 4-S-i38 20 : 25 ; � � 30 � � TEST �ORII�G LOG , PROJECT N0. 510.15.1 MARGARITA VILLAGE FIGURE N0. B-11 t ON�'s'9�/G=OTCHN!CAL ...y DRILLING COMPANY: AZTEC SERVICES RIG: p�� AUGER pATE: � BORING UfAMETER: 4 II.CHES DRIVE WEIuHT (S?: 14U :,BS. DROP: ELEVATION: 1173 FT. w�} TEST BORING NO. 12 � w J o � w v �; w °- � � c� � � � v Q Q \ Z` Qv; v� � w � FZ vU -- T N w 3 � a Cn � N u Q � � � OO �� m p m � U � o SOIL DESCRtPTION SN1/ ALLWIUM (Qal): Medium brown sliahtly clave}• silty sand, moist, SC loose, medium- to coarae-graitied, 4e:1-gza3ed, micaceous S 17 122.6 11.7 SC PAUBA FORN.�TION (Qps): Medium brown slightl�� clayey sand, very moist, mecium dense 5 � 0,0 ft. Becomes medium dunse 26 125.2 11.7 Tctal Depth: 7.0 �t. No Water No Caving Backfilled 4-5-88 10 15 20 25 ' 30 TEST BORI�G LOG ' PROJECT NO. 510.15.1 MA�2GARITA VILLAGE FIGURE N0. B-12 C�NIfsN�G=OT=CHNIC/�L DRILLING COMPANY: AZTEC SERVICES RIG: PORTFiBI,E AUGER DATE: 4-5-88 BORING DIAMETER: 4 INCHES DRIVE WEIGHT (Sl: 190 LBS. DRO?: 30 INCXES ELEVATION: 1196 FT. ' " � TEST BORING NO. 13 u a � O t W � I�� v � Q � N � ¢ tn ¢ � Z ` � ~ v) W � �- Z � U _ � u � � a cn � y a C7 > p >- O Z -� � W Q � J � � � O v ° m ° m � " � SOIL DESCRIPTION 0 SM ALLWIUM (Qal): Medium bro�rn silty sand, moist, compacted, fine- to medium-grained, well-graded, micaceous 38 121.6 4.2 S''" PACBA FORMATION QFs,: Medium bro�rn sliqhtly clayey sand, moist, SC medium dense, coazse-qrained 5 Total Depth: 4,0 ft. 23o water Cavinq at 0 to 6 inches Back:illed 4-5-88 10 15 20 25 i 30 TES� BORfNG LOG PROJECT NO. 510.15.1 N3ARGARITA VILLAVE FIGURE N0. B-13 �111fsN/G-OTCHNICAL ' DRILLING CQMPANY: AZTEC SERVICES RIG: POP.T�ELE AUGER DATE: 4-5-88 BORING DIAMETER: 4 ZNCHES DRIVE WEIGHT ;S): 140 I,3S. DROP: 30 INCHES ELEVATION: 1166 FT. w�> TEST BORING NO. 14 w °' � � N � � < vi � Q ¢ � Z� �� J -- _ � w � � a ai w U U � a C7 > p > OZ �� O m p m � �� O v o SOIL DESCRIPTION -. SM A:.I.:JVZUN_ (Qal) : Mediuu� browa. silty sand, moist, looee, fine- to coarse-q-ained, well-graded, micaceous H 3.0 £t. Becomes verp moist, medium- to coaree-grained 4 --- 15.8 5 ' 22 120.S 14.1 S�'�SC PAU3A FORMATION (�ps): i3edius brown clayey silty sand, vezy moist, medium der.se Total Depth: ?.0 �*_. No Watez Caving at 0 tc �.G _ Backfilled 4-5-ES 10 15 , 20 i 25 30 TEST �4RIt�� LOG PROJECT NO. 510.15.1 MARGARITA VILI.AGE FIGURE NO. B-14 �W�G=O��H� ��I� AL DRILLING C0�4PANY: AZT�C SERVICES R�G: PORTABLE AUGER DATE: 4-5-88 BOR�NG DIAMETER: 4 INCHES DRIVE WEIGHT (S): 140 LBS. DROP: 30 INCHES ELEVATION: 1136 FT. w ~ TEST BORING NO. 15 � � a O � W .e uj , W a � p � N^ v a Q \ Z r' � F Q cn v� � w � Hz VU _ � w 3 o n cn w �j w Q � � ¢ � p � � � m p m � (� � o SOIL DESCRIPTION SM AL:.WZUM (Qal) Medium brown silty sand, dry, loose, fine-to ccarse- grained, we12-graded, micaceous 23 118.5 7.7 S� PAUBA rORMATION (Qpsj: Medium brown silty sand, moist, medium dense 5 Total Depth: 4.0 ft. No Water No Caving Sackfiiled +-5-88 10 � 15 I 20 25 30 TES�' BORING LOG PROJECT NO. 510.15.1 MARGARITA VILLAGE FIGURE NO. B-15 ��l�G=O i-CHNICAL f � BACKHOE COMPAPJY: AZ':EC SERVICES BUCKET SIZE: 24 INCHES DATE: 4-6-88 i w} } w � N ,� ELEVATION �ZOa � TEST PIT NO. 1 r� SH. J� H,� � Z ¢(/; C� Q �C� L'"� U 1-r J J u� p� � z w p Z a cn Z�. U cn O � w� c:% `� O O -� 0 � y �" o v SOIL DESCRIPTION SPf TOPSOZL Grayish-brown silty sand, moist, compacted, Pine- to medium- grained, well-qzaded 103.3 3.7 SM PAUBA FORMATION (Qps) Medium brown silty sand, moist, medium dense 117.6 6.1 5 Total Depth: 4.5 Pt, No Water No Caving Backsilled: 4-6-88 10 15 ELEVATION ��5 � TEST PIT NO. 2 _ o SOtL DESCRIPT{ON S �SC ALLWZUN. (Qal): .�iedium brown, sliahtlyclayey silty sand, moist, compacted, fine- to medium-grained f _ 121.7 10.8 SM/ SC PAUBA FORMATION (ups): Medium brown, sliqhtly clayey silty sand, very � moist, medium dense 108.2 6.9 5 Total Depth: 4.5' � No Water No Cavir.g Back�il�ed: 4-6-88 � I � 10 15 TEST PfT LOGS PROJECT NO. �10.15.1 MARGARITA VILLAGE FIGURE NO. C-i �iBs'1�1,/G-OTC;HNICAL BACKHOE COMPANY: AZTEC SERVICES BUCKET SIZE: 24 INCHES DATE: 4-6-88 w} } w � �� ELEVRTIJN ,.z5� � TEST P(T NO. 3= _� .� �� .. �z Q� a W ¢� �cn ¢�`o �F32 VU w� m Zw pZ a cnZ.., �j ��. � w� w`'' 0 � o � ° �" o v SOIL DESCRIPTION SM AL*.WIUM (Qal): Light brown,siltp sand, very moist, coapacted, aedium- to coazse-qzained 101.8 15.0 107.4 11.4 SM PAUBA FOFMATION (Qps): Grayish-brown siig t y c ayey sanc, very mois , 5 medium dense Total Depth: 4,5 ft. No Water No Cavinq Backfilled: 4-6-SS 10 15 ELEVATION 121; � TEST P!T NO. 4 o SOIL DESCRlPTION SM TOPSOIL Medium brown silty sand, moist, compacted 105.7 3.3 i17.6 5,8 SM ?AUBA FORMATION (Qps1: Mediu& brown sil:y sand, moist, menium aense 5 Total Depth: 4.5 ft. No Water No Caving Backfilled: 4-6-88 I 10 15 T��T PI� LOGS PROJECT NO. 510.15.1 MARGARITA VILLP,GS FIGURE N0. � �'!�!6%G-Oi=CHNICAL � BACKHOE COMPANY: AZTEC SERVICES BUCKET SlZE: 24 INCHES DATE: 4-6-88 � w} } w � �� ELEVA � ION ��60 � TEST PIT NO. 5 T ~ . � � �.. �z ¢ci a < �cn �� :� wLL �Q zw pz a rnZ�. V �i � �.. � w �`-' �p O� o � SOIL D�SCREPTION SM ALL:NIUM (Qal): Medium bro�.vn silty sand, dry, comgacted, fine- to i j. coarse-arained, well-graded I 115.3 11.2 SM �SC PAUBA FORMATION (Qps): Medium hrown, sliqhtly clayey silty sand, vezy moist, medium dense 119.0 9.3 5 Total Depth: 4,5 �t. No i�ater No Caving Backfilled: 4-6-88 10 15 I ELEVATION 1176' TEST �IT NO . G o SOIL DESCRlPTIDN SM TOPSOIL Light broN�n silt;� sand, dry, compacted, fine- to aedium- grainec, well-graded 101.1 2.0 , SM PAUBA FORMAmION (Qps}: Redd:sh-brown siity sand, very �oist, medium 6ense; i 4 7 7 5 Total Depth: �:.5 ft. � tvo Water No Caving Back�ilie3: 4-0-88 10 15 TEST PIT LOGS PROJECT NO. 51G.15.1 MAItGP.RITA VILLAG� FIGURE NO. � �N,�G-O�CHNICAL � BACKHOE CORIPANY: AZTEC SERVICES BUCKET SIZE: 24 INCFiES DATE: 4-13-88 W> } W � �., ELEVATION 122, � TEST PIT NO. 7 � �� ,.�� z a�n i Ww Q� Zw pza ��' U 0�. m c�n w � - � OO �� — o � � � o v SOIL DESCRIPTION SM TOPSOZL Medium brown silty sand, moist, co�pactad, rootlets SM PAUBA FCRMATZO2: (Qps) Reddish-brown silty sand, moist, medium dense, coarse-grained, cemented 112.0 5.9 5 — — -- -- — @ 6,0 ft. Becomes elightSy clayey, fine- to medium-qrained S �SC � 10 — -- -- — @ 13,5 ft. Becomes yellowisin-brown, medium- to coarse-grained SM . 15 � Total Depth: 17.0 ft. No Water . No Caviag Backfi2led: 4-13-88 • 20 25 30 TEST PIT LOG PROJECT NO. 510.15.1 MARGARITA VILLAGE FIGURE NO. C-4 OMVoPiI'G=O�CHNICA� BACKHOE COMPANY: AZTEC SERVI.CES BUCKET SIZE: 24 INCHES DATE: 4-13-88 W} } w� �„ ELEVATION 1210' TEST PIT NO . H . �F- V , J ~F }F� �W J� . a W d � � �r (n U � � v C� Q w F � W a N Z \ J f/� - o � � � �� °? SOIL DESCRIPTlON SM TGPSOZL: Medi� qrayis:�-brown silty sand, moist, coa�pacted, Pine- to coarse-qrained SM PAIISA FORMATION (Qps): Aeddish-brown silty sand, very moist, medium dense, coarse-grained 114,7 4.5 5 — — -- -- @ 6,0 ft. Becomes ye�lowish-brown, sliqhtly clayey, fiae- to medium- �SC graiaed 10 �D — -- -- — @ 15.0 ft. Beco�as light browa, silty, fine- to medium-grained SM � Total Deptn: 17.0 ft. No Water No wving Back£illed: 4-14-88 20 i 25 30 TEST P6T LOG PROJECT NO. 510.15.1 MARGARITA VILI�AGE FIGURE NO. C-5 �1iV_N/G�O �HNICA� � BACKHOE CUMPANY: AZTEC SERVICES BUCKFT SIZE: 2A INCFiE£ - DATE: 4-13-88 w} } LL , F ��, ELEVATiON liyq TEST PIT NO . 9 _� � �� }�--� �z ¢u� aw � cn� ecn° r- w „ � W I m� Z W � Z a !n Z` U (n . � v � W� 0 � � J� . - o � �" ° v SOIL DESCRI°TION SM ToPSOZL Grayish-brorm silty sand, moist, loose, �ine- to medium- , grained, rootlets SM PAUBA FORMATION (Qpe): Medit� brown silty sand, moist, medium denee, coarse-qrained, sone cobbles to 8 inches diameter 93.9 2.4 � 5 i 10 SC @13.5 :t. Beco�mes clayey 15 - Total Depth: 14.0 ft. No Water No Caviuq - Backfilied: 4-13-88 20 25 � 30 TEST PIT LOC PROJECT N0. 510.15.1 MARGARITA VILI�AGE FIGURE NO. C-6 �:a/�= O�CHNICAL , BACKHOE COMPANY: �TEC SERVICES ��j� �;��: 24 INCEES DATE: 4-13-88 } } W � �„ ELEVATlON 1.265' TEST PIT NO. 10 _� � �� -- �z Qv� a W �d cnN �cn ��'y^ �C? Wv �� Ztu p" n ( nZ� `�tl3 � N uF- �`� OO �� ° v �OiL DcSCRIPTlON o � SM ` T(�YS�T_L: Medi.u� bra+n �i�.ty sand, moist, compacxsl, fine- to mediva- qrained PAUBA FORMA':ZON (Qps): Raddish-brovr. silty sar.d, moist, aedi� dense, coarse-qra�ne --` 110.5 3.9 , 5 � 10 I � ' I — — — — — — - @12.0 ft. Beoomes s:ightly clayey S �SC \ I 15 — -- -- — @ 16.0 ft. Aecomee yelloc�;.sh-rrnen, f�.ne- tc �edi�-graineE, very maist SM � i:... � Total Depth: 17.0 £t. No Water No Cavinq ' Back£iiieo.: 4-i3-88 2U i 25 I � ( f 30 T�s�e �iT LaG PROJECT NO. 710.15.1 MisRGAP.I'�'A VILLAGE FIGURE N0. C- � ae��_o��-�r��,�� BACKHOE COP,APANY: AZTEC SERVICES BU�K=T SIZE: 24 INCHES DATE: 4-13-88 W} } W � �., ELEVATlON 12s$ � TEST PIT N0.11 F =„F- J ~r- y �^ �Z Qv1 a W Q a v� � s v� ��- �,e -� � I � W u.l � Z w � Z°_ � Z . -r C� v i , o.. °� � w� p O O -' -, � �" o v � SOiL DESCRIPTfON __ o �, � SM :4'3PSOIL Med_:� bzown silty sand, moist, compacted, fine- to medium- grained I 108.8 13,5 S�S PAUBA FORMATION (e�si: Raddish-brown slightly clayey silty sand, very . I moist, medium dense, medit�- to coarse-grained 5 @ 6.0 ft. Beca�es ye=lowish-broxn 10 � � I ` � I � � Total Dept2:: 1'.0 ft. No WaCer I No Cavinq I 9ack£ilied: 4-53-88 20 � I 25 I � ! i 30 TcST PIT LOG PROJECT NO. 510.15.1 MII�ZGAR2Tix VILLP.GE FIGURE NO. C-8 ��/V=��1 �rVi�/�� BACKHCE COIviPANY: A.?TEC SEEt�SCES 3�CKET SI��: 24 INCHES DATE: 4-I4-88 w } � ,� . �., EL�JATION I286' TEST PIT NO. 12 aw �a. Ncn :,-�� w� ¢� zLL' oz a c U . �v p� � w � Q ...J Z" J N� o g� p : � SOlL DESCRIPTION SM T CFSOI:, : Grayish-bzown silty sand, moist, loose, fine- to mediwa- �rained SM PAUI3A FORMaTIN (�.$) : P.ecdish-brovm silty sand, moist, medium dense, medium- to coa:se-gzained, cemen:xd 114,8 6.7 5 @ 6.0 ft, Becomes _ight brown, coarse-grained — � � � � ( ,o � i � ( 15 ,,,.J @�5.0 :t. Becomes yel�owish-braxn, fi to medium-grained r -- .., . I ' � Total Uepth: 17.0 ft. ' ho Watc;r Nc Cav�q ' Back�il2ed: d-Z�-88 20 � � � i 25 � � I J 30 �EST PfT ! OG PROJECT NQ. 510.15.1 PiARuF+RITA VTL�GE FIGURE N0. � � c�p�i�=oi-�H� ��i�;�� BACKHOE COMPaNY: AzTEC SERVi�ES g� ��:�Fr S;ZE: 24 INCHES � DATE: 4-13-$$ ,. w � �.., �LEVf�TION I f,bg , TEST PIT NO. 13 = u'l r �.�^ �Z Q a w Uc � �' U � w � J �2 O. m Q w F- G W n cn Z:% J c� `� ° ° � � ° ` sa� ��scRiPTioy � SM :'OPSOZL Grayisii-trown silty sand, dry, loose, Eine- to medium-qrained SM PAi7BA.FORMI+TION (�ps): Dark reddish-brown silty eand, moist, medium ' dense, £ine- to cudrse-graisied @ 2.S ft. Becomes light brown, �ine- to medium-grained 5 i08.0 7.3 �` 5.5 ft. Becomas cemented 10 i5 -- -- -- � C I5.0_£t. Dec�es nedium- to.coarse-qrained, slightly clayey ��SC I Total Depth: 17.0 ft. . No Water � No Caving nackfilled: 4-13-88 � 20 �l i I I � 25 • ! 30 TEST �I�' LOt� PROJECT NO. 510.15.1 MARGAF.ITA VILLAGE FIGURE fJO. C-10 �I��IG-O i-CHi`JIC/'-�� I � BACKHOE COMPANY: AZTEC SERVICES gUCF;�T SIZc: 24 INCHES DATE: 4-14-88 r W � ��vATioN lsos � TEST PIT NO. 14 r , �� }�^ �z Qu� a W ��n �¢ v� ° �- ��e � c: �� mQ WF �w a NZ� �!/? — o N � � � � ° v SOIL DESCRIPTION � SM Tt�P50IL Grayis'r,-brovn si'_ty sand, moist, loose, fine- to aedium- , qrained SM c'A FORMATION fQps7 Mediwn brovn silty sand, very moist, medium dense, fine- ta coarse-rrained 112.2 9.5 � 10 15 I , : ....: : . .. . � - � ^_'otal De�thz i7.0 ft. No �latez No ^_avinq • Backfilled: 4-I4-88 20 � 25 � I 30 � T�S�' P� � LOG PROJECT NO. 510.15.1 MA.T?GAP.I:"A �%?LI�GE �IGURc NO. C-11 f�: 9�i�-0 �=CHNIC/�.L ' BACKHOE COMPA.NY: �ZTEC SERVICES BUCKET SIZE: �4 INCHES DATE: 4-14-88 } w � �� EIEVATION i325' TEST PIT NO. 15 , F F- J ~ F-- y F ' � � Z a� wW �� zw cZn c U� LL n] Q F- W � v N � � �� ° v SOIL DESCRIPTION ;- o SM TOPSOIL Grayish-brown silty eand, moist, loose, £ine- to medium-•. grained - SM PAUSA FGRMATiON (,�ps) Dark reddish-broxn silty sand, very moist, medium dense, coazse-qra.ined @ 2.0 ft. Secomes medium zeddish-browa, fine- to medium-grained @ 4.0 ft. Becomes light brown, silty 114.2 8.9 5 10 15 � 16.0 ft. Beca;nes coarsa-grained I TotaS Depth: 17.0 ft. ( � No Water � No Cavi.ng Backfilled: 4-14-88 20 I � I � 25 30 TEST PIT LOG PROJECT NO. 510.15.1 MARGAP.ITA VIL7�AGE FIGURE N0. C-12 � ONV_�!/G-OT ;r(�JICAL � BACKHOE COMPANY: AZTEC SERVSCES BUCKET S1ZE: 2A INCF.ES DATE: 4-14-88 w} W � �� ELEVATION �3a� � TEST PIT NO. 1 fi_ '� _ �=- � ~ �- r � ^ � z a vt , a W Q a �� F- F; J U i �Wv Q7 W � a�Z� JUj - Q F W - o � � � � � ° `� SOIL DESCR{PTION SM TOPSOZL: Medi� brown silty sand, moist, loose, £ine- to medium-grained SM PAUBA FORMATION (�ps): Reddish-bromn silty sand, moist, medium dense, medi�- to coarse-�rained 116.6 5,6 5 @ 7.D Pt. Becomes coarse-arained 10 @ 12.0 ft. Becomes E:ightly more cemented 15 � Total Depth: 27.0 ft. � No Water � No Caving ' Backfiiledc 4-14-88 20 25 30 TEST PlT LOG ' PROJECT NO. 510.15.1 MARGA.RImA VILLAGE FIGURE NO. C-13 �11V':N/G-OT--CHf��ICAL BACKHOE CO�PANY: AZTEC SERVICES BUCKET SIZE: 2d INCf;ES DATE: 4-14-88 W , } M � N� ELEVATION 13oa � TEST PIT NO. 17 F � � J F' � } r ' � Z < <� W ^ J a w a � cn � cn U r U � v m Q W� � w n N Z � J Vl - o N � c �� v ° v SOIL DESCRIPTtON SM TOPSOIL: Grayish-brown silty sand, moist, c�pacted, fine- to medium- qrained SM PA[JSA FORMATION (L+ps�c !'.edi� reddish-brown silty sand, moist, medium dense, medium- to coarsc,-uzained @ 4.0 ft. Seca�es light brown 103.2 2.6 5 C 7.0 ft. BecameE coars�-grained, very moist 10 I — — — — — — @ 13.0 ft, Becaaes sliqhtly clay<_y IS �SC � I 15 — -- -- � @ 16.6 ft. Becomes olive-brown, fine silty sand, r.ret Total Degth: 17.0 ft. No Water No Caving Back£illed: 4-14-3& 20 25 30 Ti EST P!T LOG PROJECT NO. 510.15.2 MARGARITA VILLAGE FIGURE N0. C-14 A�W��G=O �=CHf�!ICAL i � BACKHOE COP,APANY; AZTEC SERVICES BUCKET SIZE: 24 INCFiES DATE: 4-14-88 w} } w � �,. ELEVATlON 1,76, TEST PIT NO. 18 � = F- J ~ t- F- ^ � Z G J � a w Q� c� � � c� v I- �� '� CJ Q v m a W � �,Z°' �z� U cn Q J __ o � � � � ° v SOIL DESCRIPTION � SM TCPSOZLc Grayish-brown si�ty sand, moist, loose, £ine- to medium-_ . � qrained SM PAUBA FORMATION (Qps): Medi� brovn eilty sand, very moist, medium dense, °_ine- to me�it��-grained 113.1 3.3 i' S @ 5.0 ft. Becames light brown, coarae-gra.i.ned, moist � 10 — -- -- — @ 14.0 ft, Bec�es reddish-brown, sliqhtly clayel�, vesy moist 15 � /5C Total Depth: 17.0 ft. No Water No Caving � Haek£illed: 4-14-88 20 25 30 TEST PiT LOG - PROJECT NO. 510.15.1 MARGARITA VILLAGE FIGURE N0. C-15 ONV_H�G_O�G�~!f�IICAL i � BACKHOE COMP.ANY: AZTEC SERVICES BUCKEi SIZ�: 24 INCHES DATE: 4-14-88 w} } w � N� ELEVATION 1259 TEST PIT NO. 19 �""" C7-' ~~ r �^ �z aa� �w Q n- in� ¢� n F-�� vc� ,L w � z w o z � rn � v m Q W� w Z � J N - 0 � � � � � ° `� SOIL DESCRIPTION SM TOPSOIL Grayiah-brown silcy sand, moist, loose, fine- to medium- grained SM PAUSA FORN.A�'ION (Qos) Medi� brown silty sand, moist, medium dense, ' medi�-grained, cemanted 112.9 5.0 5 — -- -- — @ 5.5 ft. Becomes reddish-brown, slightly clayey, very moist, fine- to SC �dium-grained 10 — -- -- � @ 14.0 ft. Secoaes light browa silty sand, fine- to mediva-grained , . 15 � Total Depth: 17.0 ft. .. No Water No Caving • Backfilled: 4-14-88 2G 25 � � 30 TEST PIT LOG PROJECT NO. 510.15.1 MARGARITA VILI�AGE FIGURE NO. C-16 a1N:i�%G_O�CHNIC�L ' BACKHOE C0�4PANY: �TEC SERVICES gU: KET SIZE: 24 INCHES DATE: 4-I4-68 . w} Y w � �., ELEVATIQN lza3 � TEST P(T NO. 20 ; �� } � c �z Q<� W � J wLL mg Zw OZ °, c v� L�" � w 0 00 �� - o �" o `� SOIL DESCRIPTION SM TOPSOZL Grayish-brorm silty sand, moist, ca�pacted, fine- to medium- grained SM PAUBA FORMA':'ION (Qps): Liqht brown silty sand, moist, medium dense, — — — — — — S� C £ine- to coarse-grained @ 2.5 ft. Becomea reddish-brown, slightly clayey silty very moist, � coarse-qrained �M @ 3.5 ft. Becanes light brorm silty sand, fine- to coazse-qrained 5 1U 15 I Total Depth: 17.0 �t. No Water • xo Cavinq � � Backfilled: 4-14-88 20 25 30 TEST PIT LOG PROJECT N0. 510.15.1 MARGARITA VILLAGE FIGURE NO. C-17 OM�Ri/G-O�CHNICAL i j SPEC?rIC.�Ti0T�5 F��R CL�',SS 2 PERt1EfiBLE N�i �R:AL i (CAL�RHrrS SPECIri��TIUNS; ; I Sieve c;�e p P?SS�r,a - 1" 1G0 3�� °v � 3/�� 40-100 g 1 No. 4 25-40 t t�o. 3 ' 8-::3 �!o . 30 5-15 No. 5D Q-� Soii Baci�Tiil, Conpacted to , No. 200 0-3 �gp pA;-�ent re�ative density* i / - � / , �� ''�/ Y/l•�vi, •:!".vS✓i:C;/nv%J'i �� v � z , I � : , ; � i ,... �.�� r,`��\"1� � ' I e re:ainina Wal1 I o ° o 0 0 0 � i o I i o G i � { O p � `' !° i� � � Cla�s 2 Permeabie Fiiter � � �? �ate�i aT , Compacted t� `- I _ r , m�nimum /°0 percen: reiative density* P i � ; i.^,i5hed G,ade F1eCr Sicb �°° o° � I ° ° ` � I � � "°� � �O � D P T � . , ://��j%'��j/�y/,�v'�/ • p � � 0�� lat'iIE±OI' f�°:"i'Oi ated I O O � � y — p n ^ c PV� pi pe (schedul � 40 � o � 1 minimum ^� �� - or equivalert). Mir,inum � .__ i Wa i 1 Foo �i ng —� 1 pe; �ent gradi ent to � �,. � sui �abie ou:.let � '.y'i,�,.y��r��v=:c�.;i � I � � � �� i:�r;m�.::n ?ayer o` � � � r"ii�� rcck bzneath pi pe I � �Bzsed on ASi1�1 D1`��- 82 I RE i A!NlNG WALL BACKFILL AND DRA(N DETAlL OM�:NiG=O;=CHNI�'�i GRADING AND �ARTHWORK GUID�LIt�ES __ . -- ._.. . _ ._ : -. _ _ -. . . _.. - - , , ; --, ----. SIAB SU�af�l1DE W�� ti��Sll OR O711FR SAND LAYER SUIT��LC f�[INFOFiCEMCNT UOW[l t��+i{rn neoum�n) 6 Mll. VISOUEEN SLAD SAND OR GRAVEL BASE . e . . y . . . . , y • � D . p , , a . d . Q . 1 , �. . 1 r— • • . � � . . . . . . , a . �, . _2_ d . n . . . v a ' v � , ' v � • P �� . F�[IFIF�)RCifIQ _ ' . . —*�— . . . . . . • . - . . . • . • ' . • 4 . . �ARS �' e ' • • ' ' • • • • • ►• ° • ' • '�. �o . ' _o n, _ . _ o - .. .�. � . ' ' ' '� �' �, " •' '1 ' G • � � � o . � , ' � n ' . ' _ . , i ? � C � O , _ , � � e ' �. � � • n � � � • � � D • \ ! �, /� ' • ' • � ',� � � ' �r--] _.. � � �,\ \ � � � �'.+ �..� '/ � . . ` " i �, D: . • DEFTFI (7F -> �� REI�IFUfiCING '�� ' ' ' � EiARS ,� � p • IP! T[1210R ,� , DEPT11 t�� x.. `' f)FPTII pl= FOOTIPlG � EXTERIOR � ' f'f7E-SC�AI<EU . FOOTRlc� � . SOIL d a ' \ � 1 � • P : . � ' INiERIUR �� ' a � •a . 4 p ' � . . FOOTItIG . , p ' . . ' � . • , b ` , �s . �1 • e [XTGRIOf7 f00T1�lG tJ�l TO SCAIE r-ouNOA �h�o s�na �c��i� O�'V'VaNG-�OT�CI-II�.IICF�I_ Gf�ADIrJG Ai�(D EARTt-IWOf�K GUIDELIINES �.., ' i I MAXtMUM DENSITY MAXIMUM OPTIMUM SAMPLE LOCATION SOIL DESCRIPTION DRV DENSITY MOlSTURE lpcf) CONTENT (%) TP-2 �@ 1.0- 2.0' Medium brown silty sand 132.5 7.5 TP-3 @ 3.0- 4.0' Medium brown silty sand 122.5 9,0 , TP-4 :.@ 3.0- 4.0' Medium brown silty sand 132.5 7.5 TP-5 @ 1.0- 2.0' Meidum brown silty sand 133.5 8.0 TP-9 @ 9.0-10.0' Medium reddish-brown silty sand 123,0 9.0 TP-11 @ 10.0-11.0' Yellowish-brown clayey silty sand 125.5 11.0 TP-15 @ 15.0-17.0' Light brown silty sand 127.5 10.0 EXPANSfON tN��X INITIAL COMPACTED FINAL VO�UMETRIC EXPANSION EXPANSIVE SAMPLE LOCATION � (%) �RY DENSfTY MOISTURE 1 SWELL (%1 INDEX CLASS. I (PCf) TP-7 @ 8.0-11.0' 9.6 111.14 21.3 2.3 23 , Low TP-Z8 @ 14.0-17.0' 10.0 109.63 19.8 1.1 •11 Very Low I i I � MAXI DENS(TY & EXPANSION INDEX TEST RESULTS ��IG-�� JIC/�L �� NO. 510. I5 .1 /FIGURE NO. D-1 � 3000 I � 2500 2000 � I � , °. T � V w 1500 I � � H N � Q � W T � � �� I I I I I i � 500 ! 0 I . 0 500 1000 1500 2000 2500 3000 NORMAL PRESSURE (PSF) SYMBOL SAMPLE LOCATION COHESION (psfi FRICTION I REMARKS ANGLE (°1 � TP-9 @ 9.0-11.0' I40 40 Undisturbed Sample ( Points @ Peak Loads j � I i DIRECT SHEAR TEST RESULTS ��'G=� 1=��"�N�C tiL /PaO.iECt NO. 510 .15 ,1 /F�GUaE NO. D-2 ! ' APPENDIX E GEN�RAL EARTHWORK AND GRADING GUIDELINES I. General These guidelines present general procedures and require- , ments for gradir.g and earthwork including preparation of areas to be filled, placemen� of fil1, installation of subdrains, and excavations. mhe recommendations con- tained in the geotechnical report are a part of the earthwork and grading specifications and should supersede tne provisions cor.tained 'nerein in the case of conf � ict. Evaluations performed by the cc�nsul�ant during the course of grading may result in new recommendatior_s which coul� supersede these speci=ications or ;.he recommendations oi the geotechnical report. ; II. Earthwork �bse=vation and TestinQ Prior to commencement of grad�ng, a qualified geotecr- nical consul�.an� should be employed for the purposed o� observing earthwork procedures and testing �he fills fer confo? with the recommendations o r the geotechnical report and these speci�icaticns. The consultant is to prov�de adequate testing and observation so that he mav determine that the work was accomplished as speci�ied. It should be the responsibility of �he cont�actor to assist the consultant and keep him app�ised of worY schedules znd changes so tnat the consLl�ant mav schedule his personnel accordingly. - , The cont�acto� is to pro�Tide adequate eauipment an3 metho�s.to accomplish the work in accordance with a�- plicable grading codes or agency ordinances these speci�ications, znd the approved c=ad�ng plans. I� in �he opinion o` the consultan�, unsa�is�acto�y conditior.s are resulting in a quality or work less than required in tnese spec��ications, the cor_sultant may reject the work and recommend that construc�ion be s�opped until the conditions are rectiFied. Ma�;imum cry densit�- tests used to dete� the de�ree of compac�ion should be performed in accordance witn the 7-�merican Society for Testing and Materials test method ASTM : D � � s �—; s. �/:N�G=O�CHNICAL 1 Appendix E (Continued) � III. Preparation of P.reas to be Filled 1. Clearing and GrLbbin�: Ali brush, vegetation, and debris should be removed ard otherwise disposed of. 2. Processin : The exi�ting ground which is eva?uated tc be satisfac�ory for support of fill should be scari�ied to a minimum depth o� 6 inches. Existing ground which is not sat�sfactory should be over- excavated as speci�ied in the following section. Scarification should cont�nue until the soils are broken down and free of la_ge clay lumps o� clods and until the working surface is reasonable uniform and tree of uneven fe�atures which wouid inhibit unifcrm compaction. 3. Overexcavation: So�t, dry, s�ongy, cr otherwise unsuita�ie ground, e�tending to such a depth �hat su��ace processing cannot adeaua�ely improJe the condition, shouid be overexcavated down to firm . ground, approved by the consultant. 4. Moisture Conditioninq: Ove�excavated and processed soi�s should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform mo_s�ure con�ent near op�imum. 5. Recompaction: Overexcavated and processed soi�s which have been properly mixed and moistu�e-condi- tioned should be recompacted to a minimum rela�ive compaction af 90 pe=cent. 6. BenchinQ: Where �ills are to be placed on ground witn slopes steeper t:an S:1 (horizon�al to veYtical units), the ground should be benchec. The lowest bench should be a minimum of 15 �eet wide, be at least 2 feet deep, expose �i�m material, and be approved by �he consuitant. Othe= benches should be excavated in �irm mate�ial for a minimum width of 4 fee�. Ground =loping fla�ter �han 5:1 should be benched or othe�wise overexcavated when considered necessarv by the consultan�. �NN:N�G=OTCHNICAL s� Appendix E (Continued) 7. Appreval: AI� areas to receive fill, including processed areas, remova? areas and toe-o�-�ill benches should be approved by tne consultant prior to ; fiil placement. IV. Fill Ma�erial 1. General: Material to be placed as fill should be �ree of organic matter and other deleterious sub- stances, a.^.d should be aaproved by the consultan`. Soils o� poor gradation, expansion, or strength c:^.aracte�istics should be placed in areas desigr_ated by the consultant or mixed with other soils until suitable to serve as satisfactory r1'll material. 2. Oversize: Ove=size material defined as rock, or otner irreducible material with a maximum dimension greater than 12 inches, should not .bz buried o� placed in =i11, unless the location, materials, and disposal metnods are spec_fically aAproved by the consLltan�. Oversize cisposal operatior.s shoLld be such that nesting o� ove�size materi�� does not occur, and such that the oversize mater�al is com- nletely surrounded by compacted or densiiied fill. Oversize material sheLld no� be placed within 10 fee� ve�tically c� �inish grade or within the range of future u��lities o= underg=ound cor.st�uc�ion, unless specifically aparoved bv the consultant. 3. Imne=�• If impe�`in� cf f�ll material is =or grad_ng, �he import material shou_d be approved . by the geo �ec�^.nical consultant. � � � V. Fi11 P�acement and Com�ac�ien '• �i? 1 Lir�.s : Approved �_? 1 materia? sho�:id be placed in areas p�epar�d �o receiJe ri11 in near-horizontzl �ayers not exceeding 6 inches in compac�ed thic'r.ness. The consultant may aaprove thicker 1i��s ir testing indicates �he grading procedures - are such that adeaua�e compac�ion is being achieved witn li��s oi greater thickness. Each layer shall be spread evenly and should be thoroughly mixed during spread�ng �o attain uni*o�mity of material and moisture in each layer. �W:N�G-OTCHNICAL i Apaendix E (Continued) � 2. Fi11 MoistLre: r^ilI layers at a moisture content less than optimum should �e watered and mixed, and wet fill layers should be aerated by scarification or blended witn drie= ma�erial. Noisture-conditioning and mixing of fill layers should continue until the fill material is at a uniform moisture content at or near optimum. 3. Com�action o� Fill: P.rter each layer has been evenly spread, moisture-conditior_ed, and miyed, i� should be uniforml_y compacted to no� less than 90 percent of maximum dry der.s�ty. Com�ac�ion equipment should be adequately sized and ei�heY speci�ically designed ior soil compaction ar ot proven reliability, to e��i- ciently achieve the specified degree of compaction. 4. FiI1 Slones: Compacting oi slopes should be accom- plished, in addition to normal com?acting procedures, by backrel'ing cf slopes kith sheepsfoet rollers at trequent incremen�s o� 2 tc 3 feet in fill eleva�ion gain, or by otner methods producing satisfac�ory � resul �s . At the comple `ion of g� ading, tne � re'_at_ve compaction o� the slope out to the slope face snall be at least 90 percent. 5. Cemaaction Testin�: ^ield �es�s to check the rill mo�stu=e and degree oF com�action �,�ill be perfermed by the cor_snitant. '�'he location and frecquency oi tests should be at the consultant's discret�on. In general, the tests should be taken a� an interval not exceeding 2 Teet in verticai rise and/or 1,000 cubic yar�s o f emban}�,.ment . V�. Subdra_n Ir_stallation Subdrain systems, if recuired, should be instzlled in approved ground to con�orm to �he appro}:imate aiignment ar:d deta_� s. shown on the plans or as shown herein. The subdrain location or materials shouid not be changed or mod==ied 4rithout the aparoval o� the consultant. The consultant, nowever, may recommend and upon approcal, direct changes in subdrain 1ine, grade or material. nll subdrains should be surveyed �or line and grade after installation and sui:icient �ime allowed ior the surveys, prior to commencemen � o� fi�ling over �h��V��1�1��CHNIC�� Appendix E (Contir.ued) VII. Excavaticr Excavations and cut slo�es should be e�;amined during grading. If directed by the consultant, further excava- tion or overexcavation and retilling of cut areas should be perfo�-med, and/or remedial grading of cut slopes performed. Wh2re fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the siope should be made and approved by the consultant pricr to placement of mate=ials for construction of the fill portion o� the slope. 4M/_N�G-OTCHNIC/�L SLOPE BU i; R�SS OR , REPLACE�1th�T F1LL D�TAIL '��'�'"-'I _ _ _ _ _ L _ _ _ _ _ _ _ — — _-- ` _� --_ / OUTL�T PiPES _ _____- F1LL B�ANKET 4^ p Nonperforaled Pipe, __ _ \ 30" tl�ll�. IOQ' �v�ax. O.C. Horizonioliy, __ ___ — � BACKCUT 30' N�ar.. O.C. Vert ico I ly = _ _ _ _ _ _ �� ( ; ( OR F1..kTT�R __ _____ __� e� NCHINv - — — - 2 R_=_ __ � SUBDRAIN ---_ ------- _� SEc ALT�RNATES A 8 B ---� _-_ =__ =_- ---- �_______-� ---- r -�__ == f= —___ =- = - =�==-i - ------- ---�------� K�Y �� -��=� -- =- - -�- =-- ' D�PTH , . -�''---.-- � _ -�--,-------------�T-� � � __��----- — —= == � � _ -----��o N;in. - -- -� � I ----- - -- �--- �--- K� Y W l DT}� ----� 2' N�I l�. ' � EOU1PMErIT SIZ� - GENERi.LLY 15 FEET I . � I I � ( I Fill blonket, bock c�;, key width ond � key depth ore subject to iield chong�, � per repo�l Jpions. i � Key h°e! suboroin, blonket drain, or veriical droin may be required at the discrelion oi the geoiecnnicol consultant. ' SUnD�H1N 11�� i ALLATION - Svboroin pioe sh�il n� inSioiled with perioraiions ciown er, at locaiions aesianaled by ;he oeoiechnical consulionl, shall b� D�TAIL �� SUTTR�55 SUSD�Ath i ERMit�A� nonp erforoied pipe. � OCSiLN f�wISNCD LRFDE 5�,��pRAli� TYP= - Suboroin type sh�ll :,� ' �/� �t�1Ea�AHtttC b° �IST�I ��.��+ ,G,SD°S1QS Cemenl t'1 ° I I.1iRf.F I I+D OP, '] r" Nl.TIV[ BA(Klll: ��RU�DEOUi��.L��T) !I./��} Or �S�M UL�S�. S✓� 2 �.5 or ASTt�� \Nl. f T i D1�27, Scneouie 40 Acrylonitrile 6uiooien� . ' `�� t �•,-: : . � - ��°; � Styrene (ARSi or ASTM D3G34 SDR 23_S � � ; � �. ," J ' or ASTti'i DI7B�, Schedui� 40 Foiyvinyl � t5 MIN��S�Mlli. TO� MIH. I ��N�,r..pr `hlorioe ?I�Si1C fPVCI pip Of cpproved I I � � Pf AfpRLTCD �p`�l p;. AePH�"",_D • I �'D nih. P�PC Eau�v��rr, equ�va!Pni. - . I MOM^[RfOFLiCD 4° p nIH. + _ _ . SLOPE BUTTRESS OR REPLACEMENT FILL DETAIL aN1�:N/G=O�=CHNIC��L GRADING AND EARTHWORK GUIDELINES i I �--r�� TUnAL GROUN� _ �_ J R�MOV� �- ��_ ____ _ ________ ________ ___—_ =—J UN�UIT,=�?L� ' f�1,';T'cRIA� � t-- ��=�—_--_� CC =(LL �_ =__— _�— � �� —� � �c-- --- — -- ---- ��—.� L � ~ � = � — — — — — — — — — — — I t'\ - - - �t �- �`__-�-� r��__ � � -_%/-^ C I 1r�� = _ _� _ _ � _ -�_ �i I .-_� ----- ------- 1 -i` � i y, ,,^�=�^— �_ __�_ �� I --. I ---= SURDR:,IN Trc�"JCH � 'iii' �'�`� AL! =nNi; 7 �S .,v8 � _. � • S��Dr..-^,IN II�STA! !,t; ; IOrJ - 5uberc:n pipe sholl be instclled wit� pe; ;orofions c,o:ti�n or, I , Oi I0.:ailOflS O°SIQf'1Cf?� by ih° Oe01PC1f1iC�� C�t1SU�10^1� 5;;0�� 'J° nonpe-;c G1e� aIUC. I e Sl.�:�;��AIN T�'�= -�• rir v, c n T ' � � �vD�. nir. 7, �e 57�11 b_ ,�,5 �,titi ��505 qsb°Sios Cem�nt �iD° (�C° I , o- ASTN� D%,S I. SD� Z3.� o- �STr,� Di �%;. 5:r�_�d�:P ;C � ; � ` r;cryionitr�ie t�utooienc• � :-r�;,e (H°S) or r-.Ji i�'� C'3�� S�� ?,�,.j or ,' �i7 �. Scn�u�IF 4� r fyv y'' . I �' o , � 1 �.,nior��• ;'ic:sii� ' iP\�CJ pi�e or approved eovivoien;. I CANYON SUBDRAIN DETAIL GNY:N/G=OI=CHNIC��L GRADING AND EAR i HWORK GUIDELINES I _.. . _. . _ _ . FILL SLOF� _ � ==co�.�Pa� � L�-= __= - =� =====�i� � __-__� � � �� _—��—��T-r� ��_ — � � �� -./� � �� _ . . �� _ � _ � — ��--� ,�C �f^� - _ -------- r-----�-- _�. -- -�----- -!--- PROJ�CT�D PLAN= — _-_ _ -__� ' __ �� ` ir��,... I to I maxim�m from toe __ _-- - � -�=_� __ - -- ->----- -�------�- _ _T_____�_ ^J ' ot siope to c�proved oround __ __—� T__= `= __ �, \ -- -�-----� „�,.^ R��v10Vc - --� ----�-- �----- \ --- � ---- �—_-� � UNSUIT,^-,BL� - —� -----�— ---�• MATcRlAL _ NATUrAL ` -- -��- ,�,. \ 6ROUi�D, - '=__ ---'-- �-_`-- _� �= __ � 4' A��IN. ! .� -�---s------ �t- S=N�: ;-i in•.�� ----- ---� $cNCH l .��. . ,�_� �_______ � H�IGHT � --_?°o NiIN.— =- �tYPi�ol) VAP,I: S ` A � �� i/\`j]� 2' � � �' IL11I�. KcY OVI��T BcN�H � . �=� � H (K�Y) � NOT� S� LO'�ti'�ST G�NCY,: �°P�h a'�a �vidtn subject to iieid chan�e I besed on consuiio^t's inspec�ion. � �u�D:,�;;1�AG�: ��ck oroins moy be reqvired c� ine - aiscr�iion ot' tn� �co�e�;nicol con,�ite��+. =;COr��P^,CTcD __�_ � =1� L OVii�l CU I S�DP� _==___�'��L� �%-'-�- I � I �� f _��rc. ^ � I � �_—�� I �� •� �� .�C _ _ _ _ ii�: ��C—��__ ♦ J/�' I ��1�L �� _�. _ _ _ �i I �_r_____�____�. � R=N10V= -�------- ,,,.. \ NATURAL 1 = --- z ;. UI�;SUITAS! _ � ---_ =6 �-�--- � _,., � GnOUND � � - N�r-,i �nl., _ —= �_ � `^'r�� ---I 4' 1�i1�. B�1�i:.H \ � � - �� _ �`� 'r,�IGri I � � - �-.-- _ B�N... � � � .��.Z°oMif�. _ ��typi�a;)� VA�i=S --� � �� ,-, -.Y�... - -- ` �-,..�• I i � �''� �• f 5' r�� f N. � ' 1 LOti�t��ST �=NCH . � i r � CUT �,��.;. F AC � i o b� cc^struci�c prio- 10 � ill plecemen; BENCHlNG DETAlLS a1K:N/G=Oi=CHNIC.�L GRADING ANQ EARTHWORK GUIDELINES � i_ � r i I i � � NATURAL i � GROUND �-� � �� i . � � � �i j � � / I • i � i � / j / ; �� r-- rIN:S�;=D CUT P;D � OV��cXCAVr,Tc ------ ''� r - „f-� p '------__-�"- ,,,,.,,,�...,,.,, , ; AivL ��:. ..I .�------- ; __ cR��,��rr��ra � r�! L) ___.7-� 1 =_ _=�J /� . . . ..... .. .. . . . .... . . • - -- ;OV��°UzD�n' _ �-_- -�(PJ�II�.'�=- � �� "ad overexca•.�ction ond -�cmpccfic� ' ;;�n Uf•.'SUITA�L� _- _= _�_ -=�`_ „�`, snaI1 De �e-TCrmed ii eete-m;r.�u ;o � u��;; i �n1;=tL =_ ___ -'� - - �° n�cess� D}� ;n� g�ot?c�n � -�-_ } i c�; i _ �� _== � —..�fJCHINu consvftan:. . --- ---�-_ --�'� Ur�l:^.'�AT..�..�D �D^nOCK OrZ � ' � i .�^.r%: � .- .� " � � � �-- nir� 1 =� I.�L .r-'+��ROV�D B1' � i T'r.� GcG i��NJCA� C�r:SULT::NT _ SUBDRAIN :,ND i:�Y WID i H R�QUIr�-.=h?=NTS D�T�R:r4!PI=7 �kScD Or: �XPOScD SU :SUr�,=�;C� COi�Di i I:��S f,i1D TH1; Kt.=SS 0= OV�rZ.�lir�.D=N � i ; � SIDE HILL CUT PAD DETAIL ��' aVY=td/G=O�=CHNIC/�L GRADING AND EARTHWORK GUIDELINES. � I � I r .. i =1LT=R M� � =�IAL I sueDRairr PerloraleC Pioe. Surrounced witn ��Ite� ra�enal snali be ��-_�r��.r= n: Frca� Mnterlel ��zss � �ermsaoie �aterial Der State ot �autorni2 -' FSL7EA MATEAIAL\ c� / � ��an;ard S�ecilica��ons. � / / � r�."/t;. � or a��rove� a�terr,ate. � . ^OVEA .� C12S5 2 g"d0in� 25 tol;DwS: � ��'6"`►41k.—� ...; :' :�?^ �i= = C� _ =�'' 'JP,CSINv ;� `.� _ ^J� , � �, I ��:.; ❑'c^Du�� r j/- ` °0 - i00 � ., '� ,n...: �. I ABernete �-1 4 � MIN. /Ahernate J�—_ �� G" �� ! \ - ^ / N0. � ?j-G� I t��c. � ;c-�3 � i \ ��r�FOnAi=D PIP� h.�. :G �. 1 j I 6" E µin'. ^+C. �0 G-7 � _._ No. 20o v-3 I I f 1 1:2�� Gravel WraD�ed • 5�• ��J ��J i.�-,�_� r, i ��('� -�UDC'Oif1 I SU°DAAIN IA'_TeaN:.T= °: in Fliter ra�nc JID° ��1�� ne inst�lle witt'1 pL�;pf�TiC^S j fi�� Miti. rJV�R'�C�? � ^Ov:f1 C.'. C1 IOC�iiOr15 C_S'C7f1C1°:i Dy' I I � • r° ^°�i?CC1t�IC0� CC:'ISU�TC^1, SiIJII.D° � � i ` •� —�'� r�np�rtOr�ieC piDe. � I l,� � � f� r r°` � �/�.�;' �P T=� Fn�nIC,�1�� '� ..� � ` � Sl.�� -��, �n,� 'Y.y= _ �UDC.'Cifl '\'.^.°_ S'uii � C ' r � f� �� (MIRArI �tG�'.�} �c �• C° .=.:� � iJi �.`.�J.^, �.5^°_SiOS . � ..°^i .'ID° I ,•,�:•��,�� On AP?RO VGJ Q "�-�'�t (:�; � � . i I �Ji , ✓L � I JiJ'. :�... U.' �.� I NI � ECUrvAL51d? �• �,; ..,; • � q�ernatc =-1�\ � / - � �.�i :,�'ylpnitfii° ;�Ut��_ � I i �.I . MA - AAVEL OA' ^�'rnete °-2 ... . � � . .., i i�� ..... . _..J I � X.v Ciy.o o,;;a�j ?�,ti_ C. APPnO VED =�UN!`Lcl� i .� r, �^' I I O' �.� i l�1 i�l i� JC�°;!V!_ ='� '�Diyv�nyl y t:. �lt:. �nieride ?ias'ic «�.'") pi�e or cppro��d ' e�vivoien;. � � � i I � SUBDRAI�1 DETAlL E�1lIf:IdiG=OT�HNICAL GRADENG AND �ARTHWORK GUIDELINES i � SUBDRAIN ALT�RhiAT� A SJBDRAtN ALT�RNAT� S ;.. � FILTER AIATEn1Ai \ 1.5� MAX. DIA GRAVEL /OR APPROVED EOUIVA:.ENT . i i I Y � ^ FILTER rABR�C i ' �� . " (AMAAFI 110 Ofl APPFiOVcD � ° 'O o..c . e �.o. I ° o0 oa,o 0 0. EOUIVALEN'n � 0 0 . o o a � p o n �.oa.o g° M�t�L OVERLAP . E�.MIhI DIA. ° . �� 4" M1�1, DIA. PERFORATED PIPE � � oo ° ro QOO �o ° � NON'P�RFORAIL-D IPERFORATION$ DOWN) �. o o '. .c o � o � '. , o o c o . o � o I I i O:,'Tl.fi'T PtPE \ ( � � ��, ° ° ° °'� � — � �o 00 � � _ o . . � �' o a - �>.n:° o :. a" M1�1 DIA. T o o r10M'PERFORATF� I �- SOUD PIPE . � PRO�IOE ' � 7-CONNEC POSITtVc SEAL AT OUTLET -' PIPE/FABRIC � i � � � � ocpFORATEC PtPE RECOMPACTcD FILL l ` I i �-� \� 1 ,, /�*, � u 1 i �� v� SUBDRAIN / % �� ////i � � � S=LECTED � ' / / ; � I I I 2'cDDING � � . -� ; J � - 6ACKFIIL � n 6" p�� I `x CAP (FOR ALTERNATE B) NO�°EFFORATcD I � �n 1a� OUTLET RP£ - -- I <' MIAL � tJON-?cRFORAT.�.p PiPE � - I I ! OUTLE i PIR� D�TAfL T-�ONN�CTOR DETAfL ; I I �IL i �R MA i �r'�1AL Sl;�f?�Alt'�l INSTA!_L. J- Suadra�n f� I r�lte� material snali be pipe shol� he insrolled with perforoiicns �;��5 2 pprm=cble material dov�n or. a1 focof ions desiRnaiec� b� �er St�te �1 Gaiitornia ti� n�otechnicol consvitan;, shcll b� StanGard SDeci;icatior.s, nonper{croted pipe. ot 2CDrov?d altern�te. C12ss 2 grading 2s foilows' SU°�DaAIN TYP - Subciroin tyDe sh�ll �;��= S;?� n_�y� N p.�S�!r�G , b� �,ST��, r'�C�� t�s't�estcs Cemert � ipF ��. � 00 (AC'�} or .5 i hh DL7� i SD� �'.� nr A� t M 3/ •• 9G_ t D0 � �1 I DI�L�. �cneavie 40 Acrylonitriie Jutooiene 3/E' 4D-10� Styren° (AP.�) or ASTNr G 3G34 SD� ��.� No. � Z�-4p ' � or ASTN; r f 7E�, Scneovi� 40 Foiyvinyl No. B 18-�3 ' Chlorioe Plostic fPVC:) Pipe or ❑�proved No. 30 �-15 I eqvivolent . No. 5 0 D- 7 I No. 200 �-3 � SUBDRAIN ALTERNATES Oh��/G=O:_��!:ti'I�'=,! GRADING AND EARTHWORK GUIDELINES �� --� GEOTECHNICAL INVESTIGATION PROPOSED MARGARITA VILLAGE TENTATIVE TRACT 23371, 23372, AND 23373 RANCHO CALIFORNIA AREA RIVERSIDE COUNTY, CALIFORivIA