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Home My WebLink AboutTract Map 3929 Lot 148 Rough Grading . � / / / /��c�� T.I�.E. Soils Co., Inc. �-i`�� • 1'lione: (951) 894-2121 FAX: (951) 894-2122 E-mail: thesoilsco@aol.com 41548 Eastman llrive, Unit G• Murrieta, CA 92562 . May 31, 2006 Ms. Michelle �Nickes 32347 Novara C�ourt Temc;cula, California 92592 SUI�.D�CT: �PORT OF Rt3UGH GRADING �oposed Single-�'amily Residence 29765 I3�� Rey I�oad i emecula, Riversisie County, California fJVork Order No. 947501.22 Dear Ms. Wickes: INTRODUCTION In accordance with your i�equest, we have prepared this Report of Ro�xgh Grading preseniing the results of our testing of �e building pad at the above subject site. �'ompaction test results aze included in this report in Appendiz B, Table I. The subject pad appe.ars to have bc,�en graded in accarciance with the requirements of the City of Temecula and the 2001 CBC. The 20-scale "Pa�ecise Crrading Plan" for 29765 Del Rey Road, prepared by JMMCon of Temecula, California, was utilized during grading to locate our field density tests. A reduced plan was utilized as a base map for our test locations presented as Plate 1. Montelone Grading performed the grading operations. _ ACCOMPANYING MAPS AND APPENDICES Site Location Map - Figure 1 Density Test Location Map - Plate 1 Appendix A - Reference Appendix B- Laboratory Test Results Appendix C= Results of Compaction Tests T.H.E. Soils Co. I�. W.O. 947501.22 . � � Ms. Michelle Wickes May 31, 2006 Page 2 Proposed Develoument , The proposed development calis for the conshuction of a single-family residence. Based on our observation and the site plan, it is anticipated that the subject structures will be founded entirely in engineered fill material. Site Descriution The subject site is located in the southern portion of Riverside County, Califomia. The site was a generally level parcel bordered by large parcel single-family residential lots. The site is bordered on the north by Del Rey Road, and on the west, south and east by large single-fanuly residential developments. The location of the site and surrounding area are shown on our Site Location Map, Figure 1. The purpose of the subject grading was to eliminate the cudfill transition through the building pad and provide a competent pa�i. The subject site was previously graded, as reported in our report dated September 27, 2001, see Appendix A. Topographically, and prior to grading, the subject site consisted of gently rolling terrain. Prior to grading, vegetation on the subject site consisted of a sparse growth of annual weeds and grasses. Overall relief at the site, prior to grading, was approximately 16+-ft. GRADING PROCEDURES Site Preparation The subject site was cleared of weeds and debris prior to the commencement of grading. The pad area was overexcavated a minunum of 3.0 feet below pad grade and extended approximately 5-ft outside the building footprin� The contractor staked the limits of the pad prior to overexcavation and recompaction. Priar to placement of fill within the removal, the bottom was scarified a minimum of 12-inches, brought to near optimum moisture content, and compacted to at least 90% reladve compaction as determined by ASTM D-1557 test method. The fill materials were leveled and mixed by a dozer, and compaction was achieved by incidental track walking with a dozer. TESTING PROCEDURES Mazimum Densitv Determinations Maximum Density/Optimum Moisture determinations were performed in the laboratory on representative samples of onsite soils used in the fill operations. The tests were performed in T.H.E. Soils Co. I�. 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( 1 / / ' , ( l � i� r /� � � �. �'' �,. � 1 ` ' �. z ' // �� _f I � � w �! � � '` ,� � .`'�� ,` �o� � o p 4 G ; i ��,l� � ;;� '�LL��`!' � �� \ - � 1 ; 1/ Ul ) ��1 �\��t `.� � � o� ��; �� .�-�� L� � _ _�_ 1� c_ �' � -, ) ` _, i � •)1 � C' • , �� / �i„� .�� 1', o.� !� � . ��` �' � . S N� j' i ;� �! t �'i. ��'�,� � � ` � :�> �4�'.�� `);' � � i ��,r � ' r, 'i� ` �,-. �� ' �- �.-, '�� . ;ir r. ! � � `; � � �1 � �. J � � Z �, �r � ,' � /, r - c . � `� �i 1 1 �.� l�,$ (L � i 8 _ � .7 � '� � i i � � 1.' ] j�Ll.°o t�� 1 �,�ir } ��i 1 rv �i ri r � V "J((�! �' �� t i� g ,_ / r M -�� 11 �1 l` � � �� -�^_ :� � ,�. ��1 / �I �� ,' i � N •.\`. � � ��liJ-�.� I �� _ :f � . ti.. �^-� _ - j �_ , . . . � ��.r.., . . n �},:i' `� � _- - . .- ' `�- - : __ . __-_�__..� . �._._-_ ``L-eCLLM- �g � ��ItiE� i - 1 T� �. S � y N _ ' � i � , ,� j ti ' _. I � �� ' �� z i �� . + J ` � N � '� I A ' J `, � ..._ . 0 f i � u 9AN` _- - �' .s,� ' � �/EQO I - ine? .. QUEDUCt i: r I � � � ,. t - , ._ .` a _. _ ,. - � �¢�:c�+�t = • . . ,,lr� �i_.�ra=��. �if ( 6• , >p= oar � � 5 s�=�� i i j' i� "{o'<' � � J � _ . Ei� �,, � � . '� : ! �� . � - p � -+ i� o i . N � � y� � , °°°-� '_ � Q c_.,� � l .j ��!' 6' . � , . ' . �{� �I �� ;l � ..�,_- � _ _ - - � _ A _ -- . -t�.� � . ' \.> n. y�(f ' / / j � � � i ' ,t; : . r' - � --�f-�--Ur-1rT-.^...._ .� . . �. -''_ . � . -- '.�'si l_S r� ..\ _ .. - -- O _ - - - : - d - eLLIM.- ` ; , � p� .rl ' I lJ � � D � . . . � I \\\ . � - . I . . , � . I a . I . � � Ms. Michelle Wickes May 31, 2006 Page 3 accordance with ASTM D1557, Test Method A. Test results, which were utilized in determining the degree of compaction achieved during fill placement, are presented in Appendix A, Table I. Fill Soils Soils utilized for compacted fill typically consisted of brown silty sand (Unified Soils Classification- S1Vn derived �rom onsite in-place materials. Compaction test results are presented in Appendiz C. SI OpGS Cut and fill slopes were constructed during previous onsite grading, see Appendix A. Field Densitv Testin� Field density testing was performed in accordance with AST'M Test Method D2922-91 (nuclear gauge). Areas failing to meet the minimum oompaction requirements were reworked and retested until the specified degree of compaction was achieved. The elevations and the results of the field density tests are presented in Appendiz C, Results of Compaction Tests, Table I. The approximate locations of the tests are shown on the Density Test Location Map, Plate 1. RECOMII�NDATIONS Ezpansion Testin� , Expansion testing was performed at the completion of rough grading on a representative near surface sample of soil obtained from the building pad area. The results, which are listed in Appendin B, Table II indicate that the expansion potential for the onsite soils was a 0, which corresponds to a very low (0-20) expansion potential. Snlfate & CWoride Content Soluble Sulfate Content testing was performed on a representative near surface sample of soil obtained from the building pad area. The test results yielded 10 mg (milli-girams) of soluble sulfate, which equates to a negligible attack hazard (0 to 150, Table 19-A-4, 2001 CBC). It is anticipated that, from a corrosivity standpoint, Type II Portland Cement can be used for construction. Prime Testing, Inc. Laboratory of Murrieta, California performed the laboratory testing and test results are presented in Appendiz B, Table III. A second representative sample of the near surface soils exposed at the pad surface has been obtained for chloride testing. Chloride test results were 50 ppm (parts-per-million). T.H.E. Soils T.H.E. Soils Co. Inc. W.O. 947501.22 e � t s � o i � T.H.E. Soils Company, Inc. • � F .. . . ..:..�... .: •.. .. . . - . ..... F .. . . . ... �. ..... .. �... .. / "�� .. . � � i I . �.T ' � � � ti ,� ; , .$. � ;� � � .. 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I ':i.;`=,7i+,; , 1 . 6 �: �'al' y � be Poved with AC. �"`' �, I N �'' .�(' .: � �:.: � 4�� or Concreta Prior �t�� `\� � ti � �\ c I � - ,:�_fr =' � � � to Occupancy. • *�9t' - � 9• ..\ . � c I k x ;: fi �. : . �.19 (See Note i16cw) � ,µ.13 w �' ` � � � .: :t � ` � \� $ � .: �.. r; a-►+P � : � 4 .,�`.7 i °' J \ '� �':•.: �: q •.• ;�t '�\ `- i z 1 �' �' e" CT �I �'� � � \ 1 � w � L.IANiS OF lYLlOVlrfi \'� . c 3 �. \\ � _.j�� .: ' ,o �� ° � � � � Q � — �) � \ � .,p � � _ `� d 3 *�'� / 'w+� � g 'f_'�i}.';r:4''� . �' �3' / K � s =�:;' .x'�'"�' .: � 3 L N� ,, °`� :�; _+.; � i b ^; '� �� a _ � � � �b �; �s. � ol __ ,, --: ,, : � �: . .. Ce � e f . � i r:•� `'�,.�:r�'.:: , /��9 O � � , i'.�y'�a � �$. �w. j,' ,'"' ,';,',:::: .. � ' vn�' � 2 � � .v r .;;:c"y ^�� .;';`*...-,':: `kj'� �y.l�— � �' � . r.; ., � . 3 '' ., a , ,. ` ,',:'; . �'Fi � � � i r ... � �•S. 3 �`� 7 �f B � � �� _ ;'..� _'': "' / 1' B '�cJ..'!� 44.82 ' + �q, s � � J 2 �/ � � 9 / v � .. \ � r 5 k _. �, �, �� 11A4 I �� x \ ` 'r, � � :., \ T.H.E. Soils Company, Inc. . • DENST' TEST LOCATION MAP PROPOSEO SINGLE�FAM4.V RESIDENTIAL PAD 29785 DEL REV ROAD TEMECULP., RNERSIDE COUNTY, CAl1FORNUI WORNO0.DER: f11601.1i U�TE: 1MY• ]00{ PlA1E: t OF 1 � S -�VFRORIIMTELOC�ipNOFCOMV�CTI0NTE5T5 e = ' . � � Ms. Michelle Wickes May 31, 2006 Page 4 Company, Inc. does not practice corrosion engineering. If specific information or evaluation relating to the corrosivity of the onsite or any import soil is required, we recommend that a competent , corrosion engineer be reta.ined to interpret or pmvide additional cornosion analysis and mitigation. Prime Testing, Inc., Laboratory of Murrieta, California preformed the testing; a11 test results are presented in Appendiz B, Table IV. Foundation Svstem Design _ It is anticipated that the foundation elements should be founded entirely in dense engineered fill materials. T.H.E. Soils Company, Inc. should perform a footing inspection, prior to placement of reinforcement, to insure the proposed footing excavations are in conformance with the job specifications. The structural engineer should design all footings and concrete slabs in accordance with the allowable foundation pressures and lateral bearing pressures presented for Class 3 soils on Table 18-1-A of the 2001 California Building Code (CBC). The allowable foundation and lateral pressures sha11 not exceed the values set forth in Table 18-1-A for Class 3 soils unless data to substantiate the use of higher values aze submitted Where the site is prepared as recommended, the proposed structures may bear on continuous and isolated footings. The footings should have a minimum width of 12-inches, and be placed at least 12-inches below the lowest final adjacent grade for one-story houses, with a minimum width of 12- inches, and be placed at least 18-inches below the lowest final adjacent grade for two-story houses. Footings may be designed for a maximum safe soil bearing pressure for Class 3 soils as per Table 18-1-A of the 2001 CBC for dead plus live loads. Concrete slabs, in moisture sensitive azeas, should be underlain with a vapor barrier consisting of a m;n�mum of si�c mil polyvinyl chloride membrane with all laps sealed. A 2-inch layer of clean sand should be placed above the moisture barrier. The 2-inches of clean sand is recommended to protect the six mil polyvinyl chloride moisture barrier and aid in tlie curing of the concrete. The structural engineer should design footings in accordance with the anticipated loads, the soil parameters given in this report, and the existing soil conditions. Footings should be set back from the top of all cut or fill slopes a horizontal distance equal to at least'/z the vertical slope height with a minimum setback of at least 5-ft. Total settlements under static loads of footings supported on in-place competent native materials and engineered fill materials and sized for the allowable bearing pressures are not expected to exceed about 1/2 to 3/4 of 1 inch. Differential settlements under dynamic loads of footings T.H.E. Soils Co. Inc. W.O. 94750122 . � � Ms. Michelle Wickes May 31, 2006 Page 5 supported on properly competent native materials and compacted fill materials and sized for the allowable bearing pressures are not expected to exceed 1/4-inches for a span of 40-ft. These , settlements aze expected to occur primarily during construction. Soil engineering parameters for imported soil may vary. UtilitY Trench Backfill Utility trench backfill should be compacted to a minimum of 90% of the maximum dry density, as determined by the ASTM 1557 test method. It is our opinion, that utility trench backfill consisting of onsite or approved sandy soils can best be placed by mechanical compacdon to a minimum of 90% of the maximum dry density. All trench excavations should be conducted in accordance with Ca1-OSHA standards, as a minimtun. Fill materials should be placed in 6 to 8-inch lifts, brought to near optimum moisture content and compacted to a minimum of 90% of the maximum laboratory dry density, as detemiined by the ASTM 1557 test method. Surface Draina�e Surface drainage should be directed away from foundations of buildings or appurtenant structures. All drainage should be directed towazd strcets or approved permanent drainage devices. Where landscaping and planters are proposed adjacent to foundations, subsurface drains should_ be provided to prevent ponding or saturation of foundations by landscape water. Construction Monitorin� Observation and testing, by T.H.E. Soils Company, Inc. is essential to verify compliance with recommendations and to confirm that the geotechnical conditions encountered are consistent with the recommemdations of this repart. T.H.E. Soils Company, Inc. should conduct const�uction monitoring, at the following stages of construction: • At completion of excavation of footings for foundations • During fill placement • During utility trench bacl�ill opera.tions LIMITATIONS This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. The project azchitect or engineer should T.H.E. Soils Co. Inc. W.O. 947501.22 • • � Ms. Michelle Wickes May 31, 2006 Page 6 incorporate such information and recommendations into the plans, and take the necessary steps to see that the contractor and subcontractors cany out such recommendations in the field. This firm dces not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site. Therefore, the safety of others is the responsibility of the contcactor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. This firm did not provide any surveying services at the subject site and does not represent that the building locations, contours, elevations, or slopes are accurately depicted on the plans. The findings of this report are valid as of the report date. `However, changes in the conditions of a property can occur with the passage of time, whether due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. SLfMMARY Our description of rough grading operadons, as well as testing services, is limited to rough grade testing only between May 9, 2006 and May 15, 2006. The conclusions and recommendations contained herein have been based upon our observation and testing, as noted. It is our opinion the work performed in the areas denoted has generally been accomplished in accordance with the job specifications and the requirements of the regulating agencies. No conclusions or wazranties are made for the areas not tested or observed. This report is based on information obtained during rough grading. No warranty as to the current conditions can be made. This report should be considered subject to review by the controlling authorities. T.H.E. Soils Co. Inc. W.O. 947501.22 . � � Ms. Michelle Wickes May 31, 2006 Page 7 This opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, T.H.E. Soils Company, Inc. ��5�o N° �,H �� Q �� 2 �4 � E�i►es 12,?1 � � � P�� J P. Frey hn einhart, RCE 234 �FCAUF� oject Geologist ' Engineer, Expires 12-31-07 , es Harrison Project Manager JPF/JTR/JRH:jek T.H.E. Soils Co. Inc. W.O. 947501.22 APPENDIX A References T.H.E. Soils Co. Inc. W.O. 947501.22 • � � REFERENCE T.H.E. Soils Company, Inc., dated September 27, 2001, "Report of Rough Grading, Proposed Single-Family Residence — Meadow View Development, Lot 148 of Tract 3929, Temecula, California", Work Order No. 277101.22. T.H.E. Soils Co. Ir�. W.O. 947501.22 . � APPENDIX B Laboratory Test Results T.H.E. Soils Co. Inc. W.O. 947501.22 • � � TABLE I Maacimum Density/Optimum Moisture % Description Lbs/Ft� ' Moisture 1 Brown Silty Sand 126.9 9.0 TABLE II Egpansion Indez Test Location Ezpansion Indez Ezpansion Potential Building Pad 0 Very Low TABLE III Soluble Sulfate Test Location Sulfate Content Sulfate Hazard P� S�� 10 mg Negligible TABLE IV Corrosivity Suite Test Locallon Saturated Resistivity pg Chloride Content Pad Surface 1100 73 50 ppm T.H.E. Soils Co. Inc. W.O. 94750122 MAY-18-2006 01:19P FROM:PRI1� TESTING C951)892-2683 T0:98942122 P.3 . . � � Prime Teatlng, lnc. 383721nnovatlon Ct Ste 10Z MuRieta� CA 82683 ph (951 � �94-268Z • fx �8b1) 894-Z683 Clier� T.N.E. Soils Cotnpany R�port Datie: May 1 S. 2006 � Cllent No: C01 Wor1t Or+der. 6E9 Project Ido: 947501.22 Project Name: Wickes Laboratorv Teattsl Reaulls Sun�manr The subject soN sampls was ��ed �n acoordance witt� CalHomla Teat Method C4M 6as and tias�ed for pH � MBn�mum Resisdvity► i� 6s3� sulfa�s Content (CTM 417) and Chlo�ldo CoMent (CTM 422). The tsst resul�s tollow: �� p� Minimum Sulfatie &ulfate Chloride Saenple Sampte Depth pH Ca��tat�t CoMent Conte�t No. L.ocadon f� ohm�m m x "'Pad F1G 7.3 1100 10 0.001 50 "Sample from Ma� asnber ot pad 'ND=No Detectlon We appr�claba the oPPoKuniry to serve rou. Plesse do not heslta�e to cornact � wtth any questlo�s or alariflcadons regarding these r+esutts or procedu�es. ��' �7S Ahmet K. Kaya, Laboratory Manager O�a aeivioe ts ��ed to p�oddinp feDo�ay tsat results o6taa�ed dorr� U�e eqpf(catlori olatenderd me/eAala lesf proceWsss tv sampfes PrvvAiad by lhe cHen4 YMr supP�Y �ul�ed reault� and e�ppRc�ble pepl�s. Rew dsta Is swJfabla a► � Wtr do not oAfw e�+ginw►fnp c�v�o�R +�endbibnr a k�p►�aHon d test d�a. Wb do not ac�f sen�ples efEflef IvlOw►t or auspecled AD 6e erlvfnDln»9nta�Y herardoua Semples sl�b/�fted lrWn ouf- alde fhe Stete of Ca�f�rrt� ►muf ineet enrempOlon criteAe ftom IISDA s� bnporf �eg�s. Semplea ere �efun�ed, d�d ct or aHaied aAl9► tes0in9 a2 El+e c6ent8' opfbr�; stasDe �ea ePP�Y � 30 de�re, iet�nn oosts mey Oe e�0. Inwl�s are provlded at aon�le!!at of wak and PeYmsnt Is due wleh&� 30 deys Befenoes due beyond DO dsys w9! be charged Intsrest oanpounded mond►N et 0.83% (1096 IWRJ. Accaads moae H►an 90 deys pesf due beoome C.O.D. w►fll bo�pht pure� T1►hd Pe/b� bJ�n9 h not sooePted• A 29f6 sun�arpe b�qqlied br RusA or WNelaend batfnQ. - a � APPENDIX C Results of Compaction Tests T.H.E. Soils Co. Inc. W.O. 947501.22 � e ' � TABLE I • RESULTS OF COMPACTION wic�s Job No. 947501.22 May-06 Test Test Elev / Moisture Unit Dry Rel. Soil Location No. Date Depth Content Density Comp. Type � (ft.) (%) (PCF) (%) 1 5/9/2006 1142.0 5.7 113.8 90 N 1 SEE PLATE 2 5/9/2006 1142.0 9.8 108.0 85 N 1 SEE PLATE � 3 5/9/2006 1142.0 10.1 110.8 87 N 1 SEE PLATE lA 5/15/2006 1143.0 6.5 114.8 90 N 1 SEE PLATE 2A , 5/15/2006 1143.0 7.7 118.4 93 N 1 SEE PLATE 3A 5/15/2006 1143.0 6.3 116.5 92 N 1 SEE PLATE 4 5/15/2006 FG 8.9 117.4 93 N 1 SEE PLATE 5 5/15/2006 FG 7.1 115.9. 91 N 1 SEE PLATE SEE PLANS FOR DETA[LS SGSand Cone ASTM D1556-64; DC-Drive Cylinder ASTM D2937-71; N-Nuclear ASTM D3017-93, and D2922-91; NG-Natural Ground + 85%= Passing Test; **-Test Failed, See Retest