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Home My WebLink AboutTract Map 9833 Lot 10 Report of Rough Grading & Pad Over excavations , T. H. �. Soils Co., Inc. � � �; Pl�one: (909) 894-2121 FAX: (909) 894-2122 � E-mail: thesoilsco�aol.com 41548 Eashuan llrive, Unit G• Mttrrieta, CA 92562 � , L�L%�D , '' �"� � . � ,.sw � ��' �.�. � � 7une 7, 2004 J U L 1� Z004 CiTY OF TEMECULA Mr. Peter Pacitto ENGIN�ERIIVG D PARTMENT_ Pacitto Construction 30647 Pina Colada Drive Temecula, California 92592 SUBJECT: REPOlaT OF ROUGH GRADING & PAD OVEREXCAVATIONS Two Proposed Single-Family Residences �t 1�p�` T.ract.N:o.-9833,_AE.�i_No. 926�630_OQ9 Jedediah Smith Road Temecula Area, Riverside County, California Work Order No. 583401.22 Dear Mr. Pacitto: INTRODUCTION In accordance with your request, we have prepared this "Report of Rough Grading" presenting the results of our observation and testing during rough grading operations and pad overexcavations for the existing single-family residential pads at the above referenced site. All compaction test results are included in Appendix C of this report. Rough grading operations were performed in accordance with the requirements of the County of Riverside and the 2001 California Building Code (CBC). The 20-scale, "As Built Grading Plan" prepared for the subject site by Elliott Uhrich, was utilized during grading to locate our field density tests and was utilized as a base map for our Compaction Test Location Map presented as Plate 1. Duane Jackson Grading performed the grading operations under the direction of Mr. Duane Jackson. ACCOMPANYING MAPS ANID APPENDICES Location Map - Figure 1 Compaction Test Location Map (20-scale) - Plate 1 Appendix A - References Appendix B- Laboratory Test Results Appendix C- Results of Compaction Tests T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 • • � M'r. Peter Pacitto June 7, 2004 Page 2 . Proposed Development The proposed development calls for the construction of two single-family residences with attached garages and associated driveway, fire truck turnaround and landscape areas. It is our understanding the proposed residences will consist of wood-framed, stucco-sided structures with conventional footings. Site Description The subject site is currently vacant with previously graded pads on the southerly portion of the site. The subject site is located south of Jedediah Smith Road east of Calle de Velardo in the city of Temecula in southwest Riverside County, California. The site is bordered on all sides by large- parcel residential development. The geographical relationships of the site and surrounding area are shown on our Site Location Map, Figure 1. Topographically, the subject site is dominated by a large east-west trending ridge located on the southerly portion of the site. Drainage on-site is accomplished by sheet flow generally to the north toward Jedediah Smith Road. � Man-made improvements include two previously rough graded single-family pads (Engen Corporation, 2001) with associated 2:1 (horizontal:vertical) cut/fill slopes, drainage pipes, irrigation systems and an asphalt paved driveway on the northerly portion of the subject pad. Vegetation on the pad surface and the cut slopes on the southerly and easterly boundaries of the pad consist of a sparse low growth of annual weeds and grasses. The existing fill slope on the north side of the pad has been planted with ornamental plants OVEREXCAVATION AND RECOMPACTION OBSERVATIONS & TESTING Prior to grading all vegetation was removed during clearing and grubbing operations and subsequently disposed of off-site. , The cut portion of the building pads underlying the proposed structure were overexcavated a minimum of 3-feet below finish grade elevation and extended a minimum of 5-ft outside .the building footprints as staked by the contractor. The earth materials exposed within the bottom of the overexcavations consisted of dense sedimentary bedrock that was free of pinpoint pores and fine roots. The bottom of the overexcavations were scarified a minimum of 12-inches below the exposed surface, moisture conditioned to near optimum moisture, and recompacted to 90% of the dry density, as determined by ASTM 1557. A keyway was established for the slope at the fire truck turnaround located near the end of the driveway. The keyway was established a minimum of two-feet into dense sedimentary bedrock formation that was free of pinpoint pores and roots. The keyway was then tilted a minimum of two-percent towards the heal of the keyway. The earth material exposed at the bottom of the keyway was moisture conditioned to near optimum moisture, and recompacted to 90% of the dry density, as determined by ASTM 1557, prior to fill placement. Fill generated during rough grading operations was moisture conditioned to near optimum moisture, placed and recompacted to 90% of the dry density, as determined by ASTM D-1557. The materials used for fill T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 • • ' ' � _ _ �D<< �; . ��.s _ . � _ - _ I - � � _ `" - "� - n s= t � _ ' _^ �� _ , , , ti J" � \j • , � _ . _ ° eiiar ( � ',,t ` � � ` a �n � � � f,e 4 � y �. - J � �� - _�._ , ; � "`"�,,,�-s r. . � `� t-,; I G ,. J2d/ H r 7 . 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Peter Pacitto June 7, 2004 Page 3 consisted of onsite tannish brown silty sand (iJnified Soil Classification-SM) derived from onsite colluvial soils and sedimentary bedrock of the late Pleistocene-age Pauba Formation (Kennedy, 1977). Fill placement and compaction was achieved utilizing a CAT D-8 bulldozer and moisture conditioning was accomplished utilizing a water truck. The fill was placed in 6 to 8-inch thick lifts and moisture conditioned with the water truck, as needed, to bring the material to near optimum moisture content, and was then properly compacted by trackwalking with the dozer and incidental contact with a fully loaded and unloaded water truck. A minimum degree of compaction of 90% was required, as determined by ASTM 1557. Fill Placement Fill was placed in thin loose lifts approximately 6 to 8 inches thick, brought to near optimum moisture content and compacted to at least 90% relative compaction (ASTM D 1557). Compaction was achieved by trackwalking with a dozer and incidental contact with a fully loaded and unloaded water truck. The maximum laboratory dry density, as determined by ASTM D1557-91 Test Method A(Appendix B, Table I), was utilized as the standard for field compaction control. Fill Soils Soils utilized for compacted fill typically consisted of onsite tannish brown silty sand (Unified Soil Classification-SM) derived from onsite colluvial soils and sedimentary bedrock of the late Pleistocene-age Pauba Fortnation (Kennedy, 1977). Test results are presented in Appendix B, Table I. Cut/Fill Transitions Rough grading operations at the site included overexcavation of the cut portions of the building pads to a minimum of 5-ft outside the building footprint to a minimum of 3-ft below finish grade elevation as staked by the contractor. Therefore, eliminating the cubfill transition. TESTING PROCEDURES Field Densitv Testing Field density testing was performed in accordance with ASTM Test Method D2922-91 (nuclear gauge). Areas failing to meet the minimum compaction 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 Appendix C, Results of Compaction Tests, Table I. The approximate locations of the tests are shown on the Compaction Test Location Map, Plate 1. T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 � i. ��. ar �; ,r ;,;,. , �:� , :�`� . �'.: s� - � �� . ��«�°� .� ' • � � 4 �_ �1 �� p-.A�* �.. . c?SY ' i ..p`•y ' . .I� .� . �,..� }�'e�F � • �� ,�1.� � • tiaL� �, s �� '� !. � ��• J! � �'�j •.•. �: q$ . . � � � s i��%�= ..' r: '•. :. G ' :� � �''',:; s ' �� ,, . �:�: ' ��/0� 1 � " - �', : .' ;r�,�qfer.\��"�►y`3� �:� '�.'� �` �: q i r, �!ilfa'i. ♦ ' �� '?�r� ��'��) � � �r � �`� / � � � � ,:� 's: A�''� '�'•:; -';�•�. . si�•.-; eM1 � � <. . ,./.,° ` d�C�j' �� , .:,��.:.�?'' c� �1 �� , i, !� �j:'.0 � •:�� . �i"`,� ° •'''� . `�" � �•' � � � '� � � ..;; ��,, � u ._ s. ��Y �, �• ,o,. " . \ � . .r ��. r�R .�a �' + j � t � , � {� . '"� Q P . � � � �S� ,�\� `A ".�� y + , "°F �".� �f�� i�'�@_�'� �� ' • i � 7�T.d9 � ♦ - �� °it � .. . '�" '•Q. •"�.�?'' . . • t�� . \ � 4 s' S F 0 ! � �,`�,� ,� � �,,�,�• � _ ' ' .'�v:� i� ,r �, ,, ,, ,� �: �'�; g� '^; � • � t�•j � ` '.,� �; �' \ _ _ � -! �:�` �,r ��,• ��, � �� d��y j�,�.e� �T�'.:{e, � . � A� i %'�� .j. �M� �`' `1�/4�� 3` � �. { �f� `��.��,�� `�.. 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''!� , �� 1 r � i� \ �� •, � �ei r • ��` �. ; `:,\'. �: � >,. � .c - y i i � �- � ��..q�^�� .� � ��: � �' ' `.. � �� ` � ,1 � ' a `� � � �� p �� \ �`` � ��Ay.� ' � r �� ' \ ��fr.d1lr��i�'L • �r� � :•w� I � � �''� �� ' � �� ,'�;;�°/% ..s . � � � p� t:�e.�4�'�1 , �� . . � r: �i�'•> a� � � � ...... �� :,`'!C•��.'.,�""°'°r ,�fi,s'+f' ; � %�� , ti" i � �._. ...� - � � j/" .- �'. ; � . . s � . , f a �•� : �� „ r ��!"' �- � � � ,��,,,,. ,¢; , • s .� / , �, �� z: ,� /. � � �� ;' �,� r1¢r. � � , �� ..s �� '��,�,� � � � � �� " .��` � r . .�-<' Y � � � � .�:T,�/�h: �� A � �� ' � � "�� /�.�� '� , •�� , A�� , . % . I , j ' I ' �'�.�� 'dl :', . � J ♦ 1/ s r '1 � � . �, �'� , ��r �%''� � „, ' ;:: . , .%�r . � �:" ; � ,� , , , : � . , ,,,, // . �. . ��''��:. ' 3 ' , '�'�� •� ' • ` �• '( . , � � .� � `�ti?y -"A.�� /.► � / ' � � 1 .,r� tl ' `�"�' �' ,'_,..�..' ' -- � ,��' , m � � � � �•�;; A,�,°.�'°'''�v""'� . �.�rA"� , A . � i� � � • ��Qp` ' � � � � . � y r � s sy.. e- � . . � •� ��' � , �� "�L" ��, � � .X ♦` � � � �, <<, �, � '�/� . . . � �•' ;;l r 'r . � ! � ' �. : : c � � .')�` .� �� l � ..�!�'"��•!.�� •,•• • '•• , �/ � ��. �. �� 'i � �i� y1�... :.'�'r.iST.jy� '� � ., '�' �. r � I � � ��'�T' '�� `� ��''� 4 � I c.� � �. ti �. '1 �� y�: �_is � �' � � �. � .• .•. �� / , a` ^�� ' � +� � � ��• � � ' • • • • • � � r��q , .. . . . • �.. . - � c� � , c�, � �' ■ , v� . , , , - E , F�IL� I:r7i - - --� +eme,�91 .�•r- . I _ . � .� � . � �t� "i T � • "'�'� ?--. — � � r �. � � ar� -"�:� : . . _ n„ � - w��w ;� �� -- . _ "" '" . w�wo � � �� L -J •� J • I� � • � M'r. Peter Pacitto June 7, 2004 Page 4 Maximum Density 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 accordance with ASTM D1557-91, Test Method A. The test results, which were utilized in determining the degree of compaction achieved during fill placement, are presented in Appendix B, Table I. REC0111�VIEENllATIONS Expansion Testin� Expansion index testing was performed on a representative sample of the upper 3-ft of the earth materials exposed at the pad surface. The test results yielded an expansion index of 15, which indicates a very low expansion potential (0 to 20, Table 18-I-B, 2001 CBC). Test results are presented on Table II in Appendix B. Soluble Sulfate Content Based on sulfate content testing on adjacent projects, it is anticipated that, from a corrosivity standpoint, Type II Portland Cement can be used for construction. However, due to the time constraints of this report, the results of the soluble sulfate content analysis will be issued as an addendum to this report once received. E.S. Babcock & Sons, Inc. laboratories of Riverside, California is performing the laboratory testing. Slope Construction All cut/fill slopes were previously constructed at a 2:1 (horizontal:vertical) slope ratio to a maximum height of 30-ft. The subject fire truck turnaround slope was constructed at a 2:1 (horizontal:vertical) slope ratio to a maximum height of 20-ft. Fill slopes were constructed to near finish grade elevations and trackwalked with the bulldozer to achieve the desired percent compaction. Foundation Svstem Desi�n It is anticipated that the foundation elements for the house pad will be founded entirely in compacted fill. 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 4 soils on Table 18-1-A of the 2001 California Building Code (CBC). The allowable foundation and lateral T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 � • � M'r. Peter Pacitto June 7, 2004 Page 5 pressures shall not exceed the values set forth in Table 18-1-A for Class 4 soils unless data to substantiate the use of higher values are 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 4 soils as per Table 18-1-A of the 2001 CBC for dead plus live loads. Concrete slabs, in moisture sensitive areas, should be underlain with a vapor bamer consisting of a minimum of six 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 visqueen moisture barrier and aid in the curing of the concrete. The structural engineer should design footings in accordance with the anticipated loads, the soil parameters presented in the limited geotechnical 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 compacted 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 supported on properly 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 are expected to occur primarily during construction. Soil engineering parameters for imported soil may vary. Utilitv 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 compaction to a minimum of 90% of the maximum dry density. All trench excavations should be conducted in accordance with Cal-OSHA standards, as a minimum. Fill materials should be placed in 6 to 8-inch lifts, brought to near optimum moisture content and compacted to a minimum of 90°/o of the maximum laboratory dry density, as determined by the ASTM 1557 test method. No rocks larger than 6-inches in diameter should be used as fill material. Rocks larger than 6-inches should either be hauled off-site or crushed to a suitable dimension and used as fill material. T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 • ` � M'r. Peter Pacitto June 7, 2004 Page 6 Surface Drainage Surface drainage should be directed away from foundations of buildings or appurtenant structures. All drainage should be directed toward streets 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� Continuous 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 recommendations of this report. T.H.E. Soils Company, Inc. should conduct construction monitoring, at the following stages of construction: • During excavation of footings for foundations. • During fill placement. • During trench backfill operations. SUMMARY Our description of rough grading operations, as well as observations and testing services, were limited to those rough grading operations performed between May 14, 2004 and May 20, 2004 and observed and tested by our field personnel. 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 warranties 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. 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 architect or engineer should incorporate such information and recommendations into the plans, and take the necessary steps to see that the contractor and subcontractors carry out such recommendations in the field. This firm does 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 contractor. 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 T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 � � � Mr. Peter Pacitto June 7, 2004 Page 7 building locations, contours, elevations, or slopes are accurately depicted on the plans or represented on the map: 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 they be 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. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, e��+� T.H.E. Soils Company, Inc. �, � R��ti,�� R.C.E. N0. 23464 � * Exp. 12/31 /05 � sT �.'f�/�1r �P / �� J P. Frey John T. Reinhart, RCE 23464 roject Geo gist Civil Engineer, Expires 12-31-OS ��, ames R. Harnson Project Manager JPF/JTR/JRH:jek T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 . � APPENDIX A Reference: T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 • � REFERENCES T.H.E Soils Company 2004, "Limited Geotechnical Investigation & Pad Certification, Existing-Single Family Residential Pad, Lot 10 of Tract Map No. 9833, Jedediah Smith Road, Temecula, Riverside County, California", Dated Apri127, 2004, Work Order No. 583401.00. Kennedy, Michael P., 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California", California Division of Mines and Geology, Special Report 131. T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 � � APPENDIX B Laboratory Test Results T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 � � TABLE I Maximum Density/Optimum Moisture % Type Description Lbs/Ft Moisture 1 Tannish Brown Silty Sand 125.4 10.1 OnSite TABLE II EXPANSION INDEX TEST LOCATION EXPANSION INDEX EXPANSION POTENTIAL Pad Surface 1 Very Low T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 � � APPENDIX C Results of Compaction Tests T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22 � , TABLE I RESULTS OF COMPACTION TESTS W.O. No. 583401.22 Mr. Peter Pacitto DATE: June 2004 Test Test Elevation Moisture Unit Dry Relative Soil Test Location No. Date Depth Content Density Compaction Type (Feet) (%) (PCF� (%) 1 5-17-04 1145 8.4 113.3 90N 1 SEE PLATE 1 2 5-17-04 1147 8.9 113.7 91N 1 �� 3 5-17-04 1149 11.2 114.6 91N 1 �� 4 5-17-04 1150 11.8 115.1 92N 1 " 5 5-17-04 1152 10.7 113.1 90N 1 " 6 5-18-04 1154 10.6 113 90N 1 " 7 5-18-04 1156 10.2 113.4 91N 1 " 8 5-18-04 1158 9.8 114.8 92N 1 " 9 5-18-04 1160 11.4 114.4 91N 1 " 10 5-18-04 1162 11.1 114.5 91N 1 " 11 5-18-04 1164 8.6 112.9 90N 1 " 12 5-18-04 FG 7.6 113.2 90N 1 " 13 5-20-04 1168 5.9 114.1 91N 1 " 14 5-20-04 1169 6.8 112.4 90N 1 " 15 5-20-04 1170 11.1 113.3 90N 1 " 16 5-20-04 1170 10.2 112.9 90N 1 " 17 5-20-04 1171 9.8 112.2 90N 1 " 18 5-20-04 FG 8.7 113.1 90N 1 SEE PLATE 1 19 5-20-04 FG 6.5 114.2 91N 1 " 20 5-20-04 1166 7.7 115.0 92N 1 " 21 5-20-04 1168 8.6 113.2 90N 1 " 22 5-20-04 1170 9.1 114.1 91N 1 " 23 5-20-04 1171 10.9 115.8 92N 1 " 24 5-20-04 FG 9.8 112.9 90N 1 " 25 5-20-04 FG 7.7 112.9 90N 1 " SEE PLAN FOR TEST LOCATIONS SC - Sand Cone ASTM D1556; DC-Drive Cylinder ASTM D2937; N-Nuclear ASTM 3017; NG-Natural Ground + 85% = Passing Test; FG-Finish Grade **TEST FAILED, SEE RETES T.H.E. SOILS COMPANY, INC. W. O. No. 583401.22