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Home My WebLink AboutGeotech Investigation : � • ��o� . � John R. � Erl I N C O R P O R A T E D GEOTECHNICAL INVESTIGATION PROPOSED 7.3 ACRE RESIDENTIAL DEVELOPMENT MARGARITA ROAD TEMECULA, CALIFORNIA DOVE HOMES, INC. GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 • �ohr� R. � �rl I N C O R P O R A T E D GEOTECHNICAL INVESTIGATION JULY 2, 1998 PROPOSED 7.3 ACRE RESIDENTIAL DEVELOPMENT MARGARITA ROAD TEMECULA, CALIFORNIA CLIENT: DOVE HOMES, INC. P.O. BOX 1493 TEMECULA, CALIFORNIA 92593 ATTENTION: RICHARD KIMBALL RPT. NO.: 5671 FILE NO.: S-9084 DISTRIBUTION: (4) CLIENT GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 . • • � INTRODUCTION � During June and July of 1998, an investigation of the soil conditions underlying the site for the proposed residential development was conducted by this firm. The purpose of our investigation was to evaluate the surface and subsurface conditions at the site in order to prepare recommendations for site preparation, foundation design, resistance to lateral loads, and support of concrete slabs-on-grade. Our investigation, together with our conclusions and recommendations, is discussed in detail in the following report. This report has been prepared for the exclusive use of Dove Homes, Inc. and their design consultants for specific application to the project described herein. Should the project be modified, the conclusions and recommendations presented in this report should be reviewed by the Geotechnical Engineer. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, express or implied. PROJECT DESCRIPTION We understand the 7.3 acre site is to be developed with approximately 85 single-famify residences. Associated interior streets will also be developed. It is anticipated that the structures will exert relatively light loads on the underiying soils. Neither site development plans nor grading plans have been formulated for this development. Based on the existing site elevations, maximum cuts of about 30 feet and maximum and fills of about 20 feet have been assumed. Cut and fill slopes with a maximum gradient of 2:1 (H:V) are also expected, along with construction of some retaining walls. 1 Rpt. No.: 5671 File No.: S-9084 • • SITE CONDITIONS The site is located on the south side of Margarita Road, immediately west of Avenida Sima Del Sol, in the city of Temecula. An Index Map showing the general vicinity of the site is presented on the following page. Site topography is dominated by an east to west trending ridge extending through the central portion of the site. A single-family residence previously occupied the crest of the ridge. This residence has been demolished, but the footings and slabs remain in place. The ground surface slopes downward from the ridge crest to a drainage gully extending through the northern portion of the site from east to west. A smaller gully extends through the southern portion of the site. An unpaved access road runs along the eastem perimeter of the site. At the time of our investigation, the property was covered with grass. Trees up to 2 feet in diameter are located on the ridge in the vicinity of the previously existing house, and along the eastern property line. The topography on the site varies from relatively flat to sideslopes as steep as 2.5:1 (H:V). Total relief across the site is about 50 feet. A residential development is under construction to the west, and existing single-family residences are located to the north. Vacant property is located to the east, and a graded, but presently undeveloped housing tract is situated to the south. A fill slope, associated with grading on the property to the west has been constructed along the western property line. The toe of the fill slope appears to encroach onto the site. FIELD AND LABORATORY INVESTIGATION The soils underlying the site were explored by means of 7 test pits excavated with a tractor- mounted backhoe to a maximum depth of 18.5 feet. The approximate locations of the field explorations are indicated on Enclosure 1. The soils encountered were examined and visualty classified by one of our field engineers. A summary of the soil classifications appears as Enclosure 2. The exploration logs show subsurface conditions at the dates and locations indicated, and may not be representative of other locations and times. The stratification lines presented on the logs represent the approximate boundaries befinreen soil types and the 2 Rpt. No.: 5671 File No.: S-9084 . • • . � �.� �`>>, '�-� � / 1 � , ��i� ��` , i� ,/ �� `l' �� `( �� ,�r "~� � I 1 ��' /�� / / � ,�.. � � � � ` \ _�: � � �. /. . % .. : � i �� ) .� ,� . . � � , � '� - �. � \ i > � / ��------' I i� ' .�" _;� --_ ,� � �� =;_.�l �'�:; � �� -' �-� �� Q � �°sj�� °� =.� - i �, �'.t� °,'? � J �) �f �'� � � ' � . � �:�, ,�J � � �` � � : � _, , . !'� � ��- r ^�� `� �\'' , =�` ; ;,, ,� ,?� � , � �° w� _ -_ _ �� _ �- �, �� r -. i �•' � - _ - � ��' .� r � \ r. ` � �. 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Relatively undisturbed samples were obtained, and, together with bulk samples of typical soil rypes, retumed to the laboratory for testing and evaluation. In-place density tests were conducted at selected levels in the test pits. Included in our laboratory testing were moisture-density determinations on all undisturbed samples. Optimum moisture content-maximum dry density relationships were established for typical soil types so that the relative compaction of the subsoils could be determined. In addition, consolidation testing was conducted on selected samples in order to evaluate the soil compressibility. The moisture-density data are presented on the test pit logs, Enclosure 2. The maximum density data are presented on Enclosure 3, and the results of the consolidation tests are presented on Enclosure 4. Chemical testing, including pH, soluble sulfate, soluble chloride, and resistivity testing, is currently being conducted by our consulting chemists, E. S. Babcock and Sons, Inc., to evaluate the corrosion potential for buried ferrous metal pipes and the necessity for sulfate-resistant concrete. When completed, the chemical test results will be presented under separate cover. SOIL CONDITIONS Artificial fill consisting of loose silty sands was encountered in Test Pits 1 and 2 to depths of 3.0 feet and 2.5 feet, respectively. The natural soils encountered predominately consisted of loose to medium dense clayey sands and sands with varying amounts of silt and gravel. The upper soils were relatively loose and compressible to depths ranging from 3.0 feet to 18.0 feet. Sedimentary bedrock (Pauba Formation) was encountered in Test Pits 3 through 6 at depths varying from 3.0 feet to 18.0 feet. The bedrock is comprised of loose to medium dense sands and silty sands with varying amounts of clay and gravel. The soils encountered in our explorations are granular and generally considered to exhibit very low expansion potential in accordance with Table 18-I-B of the Uniform Building Code. Groundwater was not encountered at our exploration locations. 3 Rpt. No.: 5671 File No.: S-9084 • ! CONCLUSIONS The existing man-made fill material and the upper colluvial and alluvial soils are loose and compressible, and should be overexcavated and recompacted. Cut-fill transition lots will also require overexcavation and recompaction. Conventional shallow footings may then be safely utilized for support of buildings and retaining walls. Our recommendations have assumed a very low soil expansion potential. Further evaluation of expansion potential of the subsoils should be performed during site grading. Detailed recommendations are presented below. RECOMMENDATIONS FOUNDATION DESIGN Where the site is prepared as recommended, the proposed structures may bear on continuous. and isolated footings. Footings for one and finro-story buildings, and for retaining walls, should have a minimum width of 12 inches, should be placed at least 12 inches below the lowest final adjacent grade, and should be designed for a maximum safe soil bearing pressure of 2000 pounds per square foot for dead plus live loads. Extending the footing depths to 18 inches will allow the use of a maximum safe soil bearing pressure of 2500 pounds per square foot. The bearing values may be increased by 1/3 for wind or seismic loading. Due to differential settlement considerations, footings should bear entirely on compacted fill or dense, natural soil. Footings should not span from cut to fill soil conditions. Where grading would cause transition conditions, the natural soil should be further overexcavated and recompacted to provide a minimum of 12 inches of compacted fill below the footings. Specific grading recommendations are presented in the "Site Preparation" section of this report. Footings should be set back from the top of all cut or fill slopes a horizontal distance equal to at least 1/2 the vertical slope height, with a minimum setback of at least 5 feet. For footings thus designed and constructed, we would anticipate a maximum settlement of less than 1 inch and a maximum differential settlement slope of 1:850. 4 Rpt. No.: 5671 File No.: S-9084 . � • As required by the Uniform Building Code, continuous footings should be reinforced with at least 2 No. 4 bars, one placed near the top and one near the bottom of the footings. Structural design may require additional foundation reinforcement. LATERAL LOADING Unbraced retaining walls supporting horizontal backfill should be designed to support an equivalent fluid pressure of 35 pounds per square foot per foot of depth, exclusive of surcharge loads. Retaining walls should be provided with a subdrain system or weep holes and one cubic foot of gravel behind each weep hole to assure that hydrostatic pressures do not develop. Resistance to lateral loads will be provided by passive earth pressure and basal friction. For footings bearing against compacted fill or competent native soil, passive earth pressure may be considered to be developed at a rate of 350 pounds per square foot per foot of depth. Basal friction may be computed at 0.4 times the normal dead load. Basal friction and passive earth pressure may be combined directly without reduction. These values may be increased by 1/3 for wind or seismic loading. Foundation concrete should be placed in neat trenches or the foundation backfill compacted as recommended for site fill. Backfill placed within 5 feet of the retaining walls should be granular soil exhibiting an expansion index less than 21. SLABS-ON-GRADE It is our opinion that the compacted fill or competent natural soils should provide adequate suppo�t for concrete slabs-on-grade without the use of a gravel base. The final pad surface should be rolled to provide a smooth, dense surface upon which to place the concrete. Slabs to receive moisture-sensitive floor coverings should be underlain with a moisture barrier. This barrier may consist of an impermeable membrane, such as 10 mil Visqueen. A 2-inch layer of clean sand over the visqueen will promote uniform setting of the concrete. We recommend a maximum water-cement ratio of 0.65 for slab concrete. 5 Rpt. No.: 5671 File No.: S-9084 . • • SITE PREPARATION Where grading is conducted, we assume that the site will be prepared in accordance with Chapter 33 of the Uniform Building Code or the current City of Temecula Grading Ordinance. The recommendations presented below are to establish additional grading criteria. All areas to be graded should be stripped of organic matter, man-made obstructions and other deleterious materials. Existing footings, slabs, and buried pipelines should be removed and hauled from the site. During site clearing, areas of suspected previously existing structures should be explored for basements, cesspools, and other buried obstructions. Buried structures that are encountered should be removed. Cesspools or seepage pits should be cleaned of organic matter and backfilled to within 5 feet of the final ground surface with self-compacting gravef or clean sand thoroughly jetted into place. The remaining backfill should be placed in lifts and compacted as recommended below. Significant root systems of trees to be removed should be grubbed from the soil. All cavities created during site clearing should be cleaned of loose and disturbed soil, shaped to provide access for construction equipment, and backfilled with fill placed and compacted as described below. Existing man-made fill should be removed, cleaned of deleterious materials, and stockpiled pending replacement or placed in previously prepared areas. The depths of artificial fill encountered in our test pits are noted on the exploration logs. The depths indicated are representative of the specific exploration locations only. Deeper deposits may exist in other areas of the site. Loose and compressible alluvial and colluvial soils should be overexcavated with the building areas, and for a distance outside the building areas at least equal to the depth of over- excavation below the final grade. Overexcavation and recompaction of loose and compressib4e soils should also be performed within and for a distance of 5 feet beyond retaining wall footings. 6 Rpt. No.: 5671 File No.: S-9084 . • � Data from the test pits indicated the loose and compressible soils extend to a depth of 3 to 5 feet below the existing ground surface in the n half of the site. In the northem half of the site, the alluvial soils in the gully and befinreen the gully and Margarita Road are relatively compressible to depths ranging from 11 feet to 18 feet. Subexcavated surfaces should be observed by a representative of the Geotechnical Engineer. Porous or otherwise unsuitable soil, artificiaf fill, or buried obstructions should be removed until competent, natural soil is encountered. A minimum relative compaction of 85 percent would be utilized as the criteria to verify competent, natural soil. Where required to preclude footings from spanning from cut to fill conditions on transition lots, the natural soils in the building areas, and for a distance of at least 5 feet beyond the building areas, should be further overexcavated so as to create at least 12 inches of fill below the footing base grade. The bottom of the overexcavation should be observed by a representative of this firm prior to processing. Upon approval, the subexcavated surfaces, and all other flat lying surfaces to receive fill, should be scarified to a depth of at least 8 inches, moistened to at least the optimum moisture content, and densified to a relative compaction of at least 90 percent (ASTM D 1557). The excavated soils should be placed in previously prepared areas or stockpiled pending replacement. Where fill is to be placed against slopes inclined at inclinations of 5 horizontal to 1 vertical or steeper, the sloping ground surface should be benched to remove loose and disturbed surface soil, to assure that the new fill is placed in direct contact with competent, undisturbed natural soil, and to provide horizontal surfaces for fill placement. A keyway should be constructed at the toe of the fill areas extending at least 18 inches into dense natural soil. The keyway should be at least 15 feet wide. The base of the keyways and benches should be sloped back into the hillside at a gradient of at least 2 percent. The base of the benches should be evaluated by a representative of the Geotechnical Engineer prior to processing. Any fill or unsuitable material 7 Rpt. No.: 5671 File No.: S-9084 • • should be removed until competent soiis are encountered. Upon approval, the exposed soils should be moistened to at least the optimum moisture content, and densified to a relative compaction of at least 90 percent (ASTM D 1557). A detail showing slope construction is presented on Enclosure 5. The on-site soils should provide adequate quality fill material provided they are free from organic matter and other deleterious materials_ Import fill should be inorganic, granular, non- expansive soils, free from rocks or lumps greater than 8 inches in maximum dimension. Fill should be placed in 8 inch or less lifts, each lift moistened to near the optimum moisture content and compacted to a relative compaction of at least 90 percent (ASTM D 1557). Cut and fill slopes should be constructed no steeper than 2:1 (H:V). Fill slopes should be overfilled during construction and then cut back to expose fully compacted soil. A suitable alternative would be to compact the slopes during construction and then roll the final slope to provide a dense, erosion resistant surface. The surFace of the site should be graded to provide positive drainage away from the structures and slope faces. A berm or brow ditch should be constructed at the top of all slopes that will contain the water flow and control the surface run-off. Drainage should be directed to established swales and then to appropriate drainage structures to minimize the possibility of erosion. Water should not be allowed to pond adjacent to footings. Slopes constructed with soils that have a high erosion potential should be planted as soon as practical subsequent to construction. It is recommended that plants used for slope cover require a minimal use of irrigation. SUBDRAINS No conditions were observed that would require the installation of subdrains. The necessity for subdrain installation should be further evaluated by representatives of the Geotechnical Engineer during grading operations. 8 Rpt. No.: 5671 File No.: S-9084 • � SHRINKAGE AND SUBSIDENCE Where grading occurs, volume change in going from cut to fill conditions is anticipated. Assuming the fill will be compacted to an average relative compaction of 93 percent, an average cut-fill shrinkage of 15 percent is estimated for soil materials. Further volume loss will occur through subsidence during preparation of the natural ground surface. Although the contractor's methods and equipment utilized in preparing the natural ground will have a significant effect on the amount of natural ground subsidence that will occur, our experience indicates as much as 0.10 feet of subsidence in areas prepared to receive fill should be anticipated. These values are exclusive of losses due to stripping, tree removal or removal of subsurface obstructions. LIQUEFACTION Free ground water was not encountered at our exploration locations. Data from the State of California Department of Water Resources (Bulletin 130-85, May, 1988), indicate that the closest water well to the site is approximately 2.6 miles to the north. At this location, ground water was at a depth of about 162 feet below the ground surFace during August of 1985. It is therefore our opinion that liquefaction need not be a consideration in the development of the subdivision. GEOTECHNICAL PLAN REVIEW This report was prepared prior to availability of development plans or grading plans. Once formulated, the project grading plans should be reviewed by the Geotechnical Engineer. Additional recommendations may be required at that time. 9 Rpt. No.: 5671 File No.: S-9084 • • CONSTRUCTION OBSERVATIONS All grading operations, including ground surface preparation, should be observed and compaction tests performed by this firm. No fill should be placed on any prepared surface until that surface has been evaluated by the Geotechnical Engineer. All footing excavations should be observed by the Geotechnical Engineer prior to placement of forms or reinforcing steel. The conclusions and recommendations presented in this report are based upon the field and laboratory investigation described herein and represent our best engineering judgment. Should conditions be encountered in the field that appear different from those described in this report, we should be contacted immediately in order that appropriate recommendations might be prepared. Respectfully submitted, Q�OFES$/�� Q �,a �N S. F,q�q� JOHN R. BYERLY, INC. �` ��Cr cS'��2 � w No. GE002381 �'T' � m � Exp. Date 9-3Q01 � '* 7� Glenn S. Fraser, Geotechnical Engineer J'��'F P�' �Q' 9T� O CHN ��Q,� CA Q RpFESS/p� John R. Byerly, Geotechnical Engineer �� Bj' F��E • 2 President � ,� �� Z JRB:GSF:mh w N0. GE000179 rn C Exp. Date 6-30-01 � Enclosures: (1) Plot Plan �' � (2) Test Pit and Boring Logs s FO�� (3) Maximum Density Determinations �FOF CA1 (4) Consolidation Test Data (5) Fill Slope Benching Detail 10 Rpt. No.: 5671 File No.: S-9084 • � M R G. A R I T A O_� D . . . a � . TEST PIT-1 ST PIT- • , ' ��_�� _._' _ . ' g —3 s � �o l a,� f °or,,�� s TRF S P 3-S . T— • � � E IT � � � /, ES T— , � / SCALErI "� r 20' Capproximets) Enclosure 1 J Rpt. No.: 5671 File No.: S-9084 ! • � PROJBCT: Residential Developsent FILB NU�BBR : S-9084 PROJBCT LOCA1'ION: Teoecula, California 1'6ST PIT NUHBBR : I BNCLOSUR6 NO.: 2 R6PORT NO.: 5671 DAT6 OF TBSTS: 6/18/98 B1oWS ;Driving; Dry ; Noist.; ftel, ; F �� Per ;6netgy ;Density;Content; Canp, ; e Foot ;k-ft/ft; PCF ; X ; X ; e ' ' ' ' ' t Visual Classification � � � � � ___ I _._ .. � � � � � :� (SNJ Light bravn-grap siltp fine to coarse sand, uoist and �..._:�..�_.;�. :____._.___�..___ � I. 1 a o s e. F I L L ; ---; 106; 9.8; 82; I I I I I q `.L..�.V�.�...I G I 1 � � I I I I 1 1 ' ' ' ' ; 3.::�::�::� Dark 6rown silty fine to coarse sand, slightly porous, vet ; ---; 112; 10.8; 86; and aedium dense. ORIGINAL GROUND � � � � � 4. ._�._._._.... � � � � � � � � � , � � � � � � 5. � ; ---; 112; 11.6; S6; � _____� �, � _;. 6�: LigAt brown silty fine ta nediuu sand vith a trace of clay, ; ; ; ; ; xet and laose � � � � � 7. �� ; ---; 106; 12.3; 82; � � � � � g. _..._.� �. __.._. �..�._._.. � � � � � � � � � � � � � � � � 9: L._.- 1 L .l ._ I I 1 1 I I I 1 I I 1 1 I 1 I 1 70 ��. ....�_.�.. a � ....I 1 ! _ " � "' � 1 L � G � " _ � . ' ' ' ' ' 11 .�:��::�:: Light brovn silty fine ta uediuu sand with isolated rock __._�__...__�. � _� .._ � ; ; ; ; ; fragaents, danp and aediun dense �.;__ ---.� 1.1�:_..__4...a.:_ .8.8; 12 � � � � � � , � � � ' ' ' ' ' 13 __..._.,�_._ _._.__.�. � � � � � � � � � � � � � � � � 14 ::�::'::� ..._.�.�__ . .�- � _.._� ....�.. � � � � � � � � � � � � � � � 15 � ._._..__�_._._ _��.__...___._..�......�.._.... � � � � � � � � � � � � ' ' ' ' ' 16 �: Bravn silt fine to nediuu sand sli htl � .� , , y , g y parous and � � � � ; ceaented, dasp and oedium dense I ' .. ' .i � .� 1T .� I � � � � � � � � � � � i �____ ; � ._; _,; 18 � - less parositp at 18,0 feet ' ' ' ' ' Total Depth at 18.5 Feet - No Free Groundwater Encountered � � � � � � • - PROJBCT: Aesidential Development FILB NUHBBR : 5-9084 PROJECT LOCATION: 9'enecula, California TEST PIT NU!lB6R : 2 6NCLOSUR6 NO.: 2 RBPORT NO.; 5671 DAT6 OF 9'6STS: 6/18/98 Blovs ;Driving; Dry ; Hoist.; Rel, ;� F T " � •W W_ �� Per ;Energy ;Density;Content; Coup. ; e Foot ;k-ft/ft; PCF ; X ; X ; e � � ' ' ' t Visual Classification I I 1 I I II �_ I 1 1 ^T.-T � � � � � :: (SH] Light brovn silty fine to coarse sand, wet and loose, FILL � � � � ' I: L..... i 1. 1 ... I ; ---; io4; i�.s; a3; , � , � � z. L.......`__...1�...� l..._ I � � ' ' ' Dark brown silty fine ta coarse sand, porous, vet and looae � � � � � � � ' ' ' 3.:�::�:� to mediun dense. ORIGINAL GROUND � � ; ---; 107; 12.6; 85; � � � � � 4. �� ' ' ' ' Light brovn-uottled dark brown silty fine to aediuu sand, � � � � , ' ' �. � ; 5�� porous, wet and aediun dense ; ---; 112; 13.1; 86; � � � � � 6. � , ____�., + � � � � � � � � � � � � --� 11Q�. 10.�3.: 8�.� 9. � � � � � � � � � � � ' ' ' ' 8.�:::� �� Light brovn-yellov silty fine to aediuu sand with a trace .� � � � � � of clay, Wet and loose � � � � � 9. � � � + � � � � � , � � � � � ' ' ' ' ' 10: .��..___._..__...._ .� � � � � � � � � � � � � ' ' ' ' 11 �,__ , .. � ; ---; 98; 11,8; 76; � � � � � 12 � � � � � � � � � I I � ' ' ' ' 13 _....._.....��L.�.____._.L.. + _._ � 1 I 1 1 � I I 1 I I � � � � � 14 :: _..._.._..._�_.. _�._.._._........._. � ._.. � � . . . . � � � � � � � � � � � � � � , 15 .1�.__..�_L-.......�..�.........1.... 1��.�� 1 1 1 I i I -' `�� - �� , , , , .[SC] Brown clayey fine sand r+ith varping porosity, vet and loose � � � � � 16 . - -1 -- L � � ; ---; 102; 16.5; 80; � ' ' ' ' 17 ::' Total Depth at 17.5 Feet �._�_ .�___._._._._ � � � � � ' ' '' '�'� No Free Groundwater 6ncountered I I 1 1 I 4 ._ . �� "��I!IW� � ____ � ��..._. . � • s � PROJBCT; Residential Developnent FILB NU�BBR ; 5-9084 PROdECT LOCATION: Teaecula, California TEST PIT NUHBBR : 3 6NCLOSOR6 NO.: 2 REPORT NO.: 5691 DAT6 OF 9'ESTS: 6/18/98 Blows ;Driving; Dry ; lloist,; Rel. ; F �� Per ;Bnergp ;Density;Content; Coup. ; e Foot ;k-ft/ft; PCF ; X ; X ; e ' ' ' ' ' t Visual Classification I 1 I I I .r..�.�..�.�..._.��....�......_�....�.�. .�....... ....�.... �. .........�_...._�__._�....�.��. ...._......�...._��.....� `._.._. � ' ' ' ' :(SN] Dark brorrn silty fine to coarse sand uith a trace of clay, I 1 I 1 I ' ' ' ' ' 1. parous, wet and loose .._._._ _.._._....�.,_.__ � � ; ---; I10; 14.5; 83; � � � � , 2 _..._._._...______...._.__._.....�__. � _ � � ' ' ' ' - :;� [SC] Light brown clayey fine sand, Wet and loose �� ___:__� ' .__� ; ; 3��:�::�:�:: [SHJ Dark brown siltp fine to coarse sand With clay, porous, wet ; ---; 107; 17.5; 82; and laose � ' ; ; ; 4�: Gray browo-light braWn silty fine to nediun sand rrith a � � ' ' ' tcace of clay, wet and loose � � � � � � � � � � 5 � ; ---; 10fl; 19.1; 83; � � � � � 6. . � � � � � � � � � � � � � � � � � � 7. _ , ; ---; 109; 15.6; 82; ' ' ' ' ' fl��: Light ye11oW fine to uediuu sand with silt and a trace of � � � � ; ; clay, vet and loose � � � , , 9. � .� � � � � � � � � � � � ' ' ' ' 10. � _____� __a__._.._ , ___.. � � � � � � � � � � � - � � a.. __� 11 �: � � � � � - -- - � � , , , :'; �SP) 6ight brovn fine to coarse sand with a trace of silt and � � ' ' ' ' 12 � gravel and seaus af silty fine to coarse sand, noist and .. - � .� � ._._. � � � ; ; ; ooderately dense. (Pauba Fornation� � — 1 : _ ' ; 13: I ; "'; 113; 12.0; 90; total Depth at 14.0 Feet � ' ' ' � ' 14 �� No Free GroundWater 6ncauntered � 1.�.�.� . I • s - PROJ6CT: Residential Developaent FILB NUHBBR : 5-9084 PROJBCT LOCATION: 1'enecula, California TBST PIT NUKBBR : 4 BNCLOSUAB NO,: 2 RBPORT NO.: 5671 DATB OF TBSTS: 6/18/98 IBlovs ;Driving; Drp ; Noist.; Rel. ; F � �� Per ;Energy ;Density;Content; Comp. ; e Poat ;k-ft/ft; PCF ; % ; X ; e ' ' ' ' ' t Visual Classification � � � � � � - .______._ � � � � � :: (SHJ Gray-brown silty fine to oediun sand rrith a trace of clay ' ' ' ' ' 1� aad tree raots porous, danp and loose _.�_._.._.._...�._..._.____a _�._.___.__ � � ; ---; 99; 4.1; 76; .—._�____._._ �...__._...__._� _.; 2 � � � � � � � � � � :: [SP) Light orange-gray fine to caarse sand vith a trace of silt, ' ' ' ' ' 3 . daap and laose �-.- ..�_��_ � ; ---; 98; 4.9; 78; � � � � � 4. 4 _____,....�. L ..L _ � I I 1 I 1 I 1 I 1 I I I 1 1 I ( l .1 „ _„_..i � J ; ---; io�; 4.a; a3; ' ' ' ' ' 6.�:�:�� :�� Light brovn fine to mediuA sand rrith a trace of silt, danp L L L 1 � ; ; ; ; and laose � � � � � �: � � .__._,___ � ; ---; 105; 5.5; 82; ' ' ��..____; ._.; S�� Light orange fine to caarse sand vith a trace of silt, da�p � � � � � and Qediva dense � � � � � 9. _..._..__........_...___. a _.�_._.____ � ' ' ' ' ' �[S!t] Light gray silty fine sand vith clay seams, porous, danp � � � � � ; ' ' ' ' 10 .� and laose. (Pauba Formation) ._ ��..__._...,_____._..._.�._ ._.._._......_._ � ' ---' ---� � � �::::::' � � � 5.5, ---, ' ' ' ' ' I1 . .___...________�...._..... ._._.._._._._.._._.___ � � � � � , � I I I I ' ' ' ; ' 12 .::::::� - becauing nediva dense at 12.0 feet ....�__�._....___+._._._._.__., .w....._._. � � � � � � � � � � � � � � � � 13 ::::::::. ........_.......�.�L...._.._...�.._i_•___�....«......1..W�._...�......1....r.._..........._I '. .'. .'. .' 1 I I 1 I 1 1 1 I � I 1 I I I �/ �'. .'. .'. .' _.....__�_i_..._......___r.l..........._....----•1._.'_'_.�...L�..._._.._.....».I Y .'. .'. .'. .' � � ' ' ' Total Depth at 15.0 Feet � � � � � � ' ' ' ' 15 „� �� ,;, No Free Croundvater 6ncauntered _..__ � .._..._.�_._._._...._.._.____.____�.�.._____._ � .._._..._.�— __ .�_._...._.____.� �._� �� .�.� _�.�_._._.__..._._._._....�.._...... __ _ PROJ6CT; Residential Develapa'ent �IL6 NUHBBR : S-9084 PR0J6Cr LOCATION: Tenecula, California TEST PIT NU�BER : 5 6NCLOSUR6 NO.: 2 RBPORT NO.; 5691 DATE OF TESTS: 6/18/98 B1oWS ;Driving; Dry ; Noist.; Rel, ; ��_F �.�-�-�-�---.�—M___ � _____. Per ;Energy ;Density;Content; Coup. ; e Foot ;k-ft/ft; PCF ; X ; X ; e � ' ' ' ' t Visual Classification I I I I I .........�.._��.��...�........_._.._....�..».�.�..��._.�..._.._�...�._ . �..��..��.�...�..Y�...� ._.._.._..��..�_ .. � ' ' ' ' :(SHJ Li ht brown silty fine to nediva sand, dry and loose � � � � � � ' ' ' ' Dark brown silty fine to coarse sand, porous, moist � louse � � � � � � � � � � � � � � � � � � � � ' � �._�._._.�..�_._._�.._._._..�. � � � � � � � � � � � ; ---; 103; 9.7; 82; � � � � � 1 I I I I 1 I I 1 1 � +- �-- -i- L I I 1 I I I 1 1 1 1 I I I I I I 1 I I I I � � � I I 1 1 1 1 1 � � � � � 3: 4 �l 1.... � I I 1 I I I I 1 I 1 1 . . . . . '. .'. .'. .' ; ---; ---; 12.4; ---; :..:..:..: � � � � � I 1 I I I � ' ' ' ' 4�: - pockets of coarse sand 6elox 4.0 feet �._..__._� _ � � � � � � � � � � � � � � � � � I 1 I I 1 I I I I I I I I I I � � ' ' ' S:: Light gray silty fine to sediun sand With a trace of clay _ ,.w._._____� , __ � � � � � ; and varying porosity, eoist ta wet and noderately dense. ; ---; 119; 11,9; 92; (Pauba Roruation� � � � � � � � � � � � � � � , 6 ...�..____......_.___._.,._.._ �____ � � � � � � I 1 1 I I � � � I I I I I 1 1 I I I � � � � � I I 1 I I I 1 0��. .'. .'. .' �... I 1 � . . • . . � . . � I I I 1 � � � � I I ; ---; I16; 12.3; 89; � � � � , I � � � � � � � � � � 8: i �.......___.__.�._.____._.._._._.�___�.______ � � � � � � � � � � , , � ' ' ' ' ;: (SCJ Light broWn-orange silty fine to coarse sand vith clay, Wet � � � 1 I I � � � ; ; and moderatelp dense � :. .:.:. .; :�. � � � � � y i : ..:... �________�..__.....__..______._.._...�___ � -: : : � : . .:• � � � � � � � � � � ; � � � � � � � � � � � � � � � � � � � � , :..;... � � � � � �...:: :�. l o -� ��' � � ; �+._.._..___�_._...___._..,....._`___. _ � : . . :: . . ,. � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � •..:..: :.. .:.. ;..:. ' ---' 1.11' 1�.,..&.:__.�B.S. � 11 �:�` : ; :' : : : ._.—.�.__._ ............. � � � � � I I I I I I I I 1 � � I I I I � Gog Continued on Next Page . PROJBCT: Kesidential Develo uent �L6 NUNBBR : S-908� P PROJ&CT LOCATION: TeOecula, Califarnia TBST PIT NUHBBR : 5 6NCLOSURB NO.: 2 BBPORT NO.: 5671 DATB OF TESTS: 6/18/98 � ._.�._____W___. ...._,..______.._....�..__ __�.._.._._�_. Blows ;Driving; Dry ; Noist.; Rel. ; F Per ;6nergy ;Density;Content; Caap. ; e Foat ;k-ft/ft; PCF ; X ; X ; e ' ' ' ' ' t Visual Classification � � � � � _. ___._.____._..._ _________�___.______._._.__.__._.._....._...__.._._.__..._._-----__....___._._._...__. � � � � � � � � � � � � � � � 12.. �_.......�,__._.__.�.. � � � � � � � � � � � � � � � � 1 I I I I I I I I I I 1 I I I ' ' ' ' ' 13: � .� ��< < � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ' ' ' ' ' 14 . _ � , � � � � � � � � � � ' ' ' ' ' - becoaing ceaented at 14.5 feet � � � � � � � � � � � � � � � ' ' ' ' ' 15 .�� (SP) Light brown fine to coarse sand with gravel, ooist and � � � � � � � � uediuv dense � � � � � � � � � � ' ' ' ' ' Total Depth at 16,0 Feet � � � � � 4 ---; ' �..Q.Z�._._.�..l.; ,.$.6.; 16 „��u� Na Free GroundWater Bncountered _ PROJBCP: Residential Develo dent �PILB NUN86& : 5-908 P 4 PROdBCT LOCA1'ION: Teaecula, California TEST PI9' NUNBBR : 6 BNCLOSURB'NO.: 2 R6POR1' NO.: 5671 DAT6 OF TBS9'S: 6/18I98 Blows ;Driving; Dry ; Kaist.; Rel. ; F Per ;Energy ;Density;Cantent; Caep. ; e Poat ;k-ft/ft; PCF ; X ; X ; e � � ' ' ' t Visual Classification � � � � � ' ' ' ' ' � �SdJ Dark brown silty fine to aediun sand, porous, daap b. loose � � � � � � � � � � 1: _ _ .�.�.a .��_�.._ � ' ' ' ' ' Light brown silty fine sand, danp and loose � � � � � � � � � � 2: . 1..._..........__.L-...�_........_ ' 1 ..... I 1 I I 1 I 1 I I 1 1 ' ' ' ' ' 3.::::::: Light red-arange silty fine to nediva sand with a trace of �- � _ � � � ---; 92; 5.2; 71; clay, aoderate ceaentatian, daop and loose, (Pauba � � ' ' ' 4 Fornation) � < < � � � � � � � � � � � � � � � � � 5 . - � + � a � ; ---; 112; 15.6; 88; - beconing Wet and uediun dense at 5.5 feet � � � � � 6. � � �� , � � � , , � � � � � 7: - + � - �, � � � � � � � � � � � � � � � � 8. � �_�_ < < � � � � � � � � � � � � � � � � 9. — _.��.._.._.a.. .� _ � � � � � � � � � � � ' ' ' ' ' 10. __..W.a._._...�._...__..___�____.___..._...____.._. � � � � � � � � � � � � � � � � 11: --.....�_._..__._._...__a.`___...__a�.._._.a..._.. . � � � , , , � � � � � � � � � � 12 :::: :::� ._.__.._.�....___.___..�._._._...__._._ ._..._._._. � . . . . . . . � � � � � � � � � � ' ' ' ' ' 13. . �_�...._.___._.._._�____._..�. � � � � � ; Total Depth at 14.0 Feet � � �' '� ' '�_ 14 u � � No Free Graundwater Bncountered � I _ �.._._—._ + _.__, � � PROJBCT: Residential Devela � � NUKB6B : S-9084 _ P PROJBC9' LOCATION: Tenecula, California TBST PIT NUN86R : 7 BNCLOSUR6 NO.: 2 R6PORT NO.: 5691 DArE OF TBSTS: 6/18/98 ,-.______ __.__.._ _____._.____ _ _.________._._.. Blaws ;Driving; Dry ; Hoist.; Rel. ; F Per ;6nergy ;Density;Content; Conp, ; e Faot ;k-ft/ft; PCP ; X ; X ; e � ' ' ' ' t Yisual Classification � � � � � � '��' '�.�. ' � [S!{) Dark brown silty fine to coarse sand, parous, noist � loase � � � � � � � ' ' ' 1 - becoeing aedium dense at 1.0 foot < < �_____.� . � ; ---; 107; T.B; 80; � � � � , 2. ....�......�.`_.L-�.....�.._.�.1 ..�. � � ._ I 1 I I I I 1 I I I I � � � � � 3 . _....___.____�.._._______�.._ ...____.._.__ � ; ---; 113; 10.9; 87; � � � � � 4. _.._< < .� � � � � � � � � � � � � � � � 5 � . �� ; ---; 113; 9.7; 87; � � � � � 6 _� � . � _� � � � � � � � � � � � � ' ' ' 7.� - saae ce0entation at 7.0 feet ____ + .� . � ; ---; 114; ?.9; 88; � � � � � S. < < � .�� 1 I I I 1 � � � � � 9 � � ....__.._.�._._. .._._._. � � � � � � � � � � ' ' ' ' 10 - � ,� �_.___._... � � � � � , I I 1 1 I � � � � � il � _._.._._..�.�_...___._._._.�.__..._._.�_.___._ � ; ---; 115; 12•5; 88; Light brown-yellow siltp fine to coarse sand vit6 soae � ' ' ' ' 12 .� isolated gravel , y �..- � ...__..___....�_..._..__..� , aoderate ceaentation noist and noderatel � � ' ' ' dense � � � � , � ' ' ' ' 13. ___..._..�_��..._..___._.,..� �__.._._ � � � � � � � I i � 1 � ' ' ' ' 14. __ ,. ..M�__..�.._._.�.__�._.......�_. � � � � � � � � � � � � � � � � 1 5�:::::: .___._____�._ � �___�_..__�._..�._.._---..... � . . . . . . . � � � � � � I I I I . . . . '. .'. .'. .' _.___.._.�..._.._..._.__�..__._�_�...._.__.....__�.._._._.._.._ ; 16 ::: ::: :: :: To t a 1 D e p t h a t 16 , 5 Fe e t � � ' ' ' No Free Groundwater 6ncountered � � � � � • � 150 0 140 r I 'P I d 13 0 �, 0 � w c� z 120 �� .--. - � � X c7 W 110 � � z � a 100 Q 90 80 70 � 0 5 10 15 20 I MOISTURE CONTENT IN PERCENT SAMPLE DEPTH TEST OPTIMUM MAXIMUIL DRY SYMBOL LOCATION (ft) DESCRIPTION METHOD MOISTURE (ss) DENSITY (pcf) O Test Pit 1 7.5 Dk br si f—m so w/t cl SM ASTM D 1557 9.4 129. � O Test Pit 2 1.5 Brown silty f—c sand SM ASTM D 1557 8.5 125_� � Test Pit 2 11.0 Br si f—m so w/tr cloy SM ASTM D 1557 9.5 129.3 0 Test Pit 3 1.0 Br si f—c so w/tr clay SM ASTM D 1557 8.2 132.�1 Y� Test Pit 4 7.0 Lt br f—m sa w�tr silt SP ASTM D 1557 10.1 12�. % � � Remark . ' File No. 5-9084 Residential Development, Temecula, California John R. Byerly Enclosure 3 ' INCORPORATED COMPACTION TEST Rpt. 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