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Home My WebLink AboutTract Map 3552 Lot 28 Final Compacted Fill & Foundation �.�� ,'�I%�i�► �_�?� t �� IVI� c�lnnz! En in�crs �t �ssocintes 9 9 CIVIL ENGINEERS • PLANNEfZS • ARCHITECTS • SUfZVEY01Z5 � �� NQV Q 1 2005 CI"fl° (�F '! �i��CtJLA ENGINEERING DEPARTMENT FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area, including access driveway and parking areas, located on Vallejo Drive, Temecula, California Le�al Description: Lot 28 of Tract 3552; A.P.N.922-160-012 Site Location: Vallejo Drive - Temecula, CA 92592 Owner/Applicant: Mike Hayes 41558 Valor Drive Murrieta, CA 92562 �oq �32 �il ��. Proiect No.: 1-005-053 GR Job No. CFOS-238 August 25, 2005 28481 Kancho California Rd., 5uite. 201 � Temecula, GA 92590 ph„�o• ranq� �qq_4��a . �a,r• (�n�l ��-Finf34 • F-mail� mPaa(.u�P�2.net � _ ��4.*��. �� '_ �'I.r'I�7lTr' k°'I� "R �'�acaY/ 0�1 1 f�� °S S 1��'S � CIVIL ENGINEERS • PLANNEIZS � AtZCHITECTS ° SURVEYOIZ - - � �� NQV 0 1 �005 CI"o 1' O� 6 i �.�i�Cl.1LA EfVGINEERING DEPpRTMEN7 FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS - A large, single-family residential building pad area, including access driveway and parking areas, located on Vallejo Drive, Temecula, California Le�al Descrintion: Lot 28 of Tract 3552; � A.P.N.922-160-012 Site Location: Vallejo Drive � Temecula, CA 92592 Owner/Applicant: Mike Hayes 41558 Valor Drive Murrieta, CA 92562 �o�j – ? 3 2 473 3�1 j �� • Proiect No.: 1-005-053 GR Job No. CFOS-238 August 25, 2005 28481 Kancho California Kd., 5uite. 201 � Temecula, CA 92590 {�I�nnv• (�-lnql G�Gl� • FaY• (�ln�l Gai�i-�nf54 • F-mail� mP�a�P�2..net � � TABLE OF CONTENTS INTRODUCTION....................................................................................................1 GENERAL SITE PREPARATION .......................................................................1 GENERAL EXCAVATION AND GRADING PROCEDURES .........................2 GENERAL LABORATORY TESTING ...............................................................2 EzpansionTest Results ................................................................................3 Settlement .......................................................................................3 FIELD COMPACTION TESTING .......................................................................3 RelativeCompaction Test Results ..............................................................4 RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA ....................4 Gradingand Compaction Conclusions ......................................................4 Approved Allowable Soil Bearing Values ..................................................5 FoundationRecommendations ...................................................................6 UtilityTrenches ............................................................................................6 Subgradefor Driveway and Parking .........................................................6 SuggestedPavement Design ........................................................................6 SolubleSulfate Content ...............................................................................7 CLOSURE................................................................................................................7 UNIFIED SOIL CLASSIFICATION SYSTEM ...................................................8 MAXIMUMDENSITY CURVE ............................................................................9 KEYING-BENCHING DETAIL ............................................................................10 PLANS ..........................................................................................................Enclosed _ __ . _ _.�:_ _ _ � � ��.. ,.:,:.., . 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'�' x t i � \ f `� —�-""�" :. . � ..:�, `� �•� v,..� ,. . �.. , � . � � -' � '�`.. IR. _.., �., .�.m , . , . ' � � � Job No. CFOS-238 August 25, 2005 Page 1 FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area, including access driveway and parking areas, located on Vallejo Drive, Temecula, Califoavia Legal Description: Lot 28 of Tract 3552; A.P.N. 922-160-012 Site Loca4ion: Vallejo Drive Temecula, CA 92592 Owner/Auplicant: Mike Hayes • INTROIDUC'Y'ION At the request of owner Mike Hayes, Megaland Engineers has provided all the field supervision and compaction testing of all fill soil emplacements, and all the required laboratory analysis necessary to control all of the grading operations. This soils engineering work has been conducted in complete accordance with currently accepted engineering techniques as set forth by the U.B.C., (Appendix, Chapter 33). G�NERAL SITE PREPARATION The entire project area involved in the grading operations was stripped of all vegetation and any other materials which could not be used in the fill slope emplacements. The exposed fill soils were thoroughly processed and premixed to optimum moisture conditions prior to their emplacement as compacted fills. � � Job No. CFOS-238 August 25, 2005 Page 2 GENERAL EXCAVATION AND GRADING P1tOCEDURES The grading equipment used included a D-7 Cat, equipped with ripper teeth and slope blade, and a10-yard Scraper used for transporting fill and for compaction. A 2500- gallon water truck provided water. The entire building pad area was over excavated to a minimum depth of 36 inches, down to solid, undisturbed natural formation and the over excavated soils were then pre-mixed to optimum moisture and re-compacted in 6-inch to 8-inch lifts back up to the proposed pad elevation. A keyway slot was excavated into solid bedrock formation along the toe of the one major fill slope area. All the grading operations and compaction testing were completed in compliance with the Uniform Building Code, (Appendix Chapter 33). GENERAL LABORA�'ORY T�STING M�imum density determinations were made on the typical structural fill soils, as accepted by the Uniform Building Code and the County of Riverside grading ordinances. The maximum density determinations were made in accordance with A.S.T.M. D1557- 70T, modified to use 25 blows on each of five layers with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume. Soil Type 1: Tan-brown to dark-brown fine sand and silt with minor clay-size component; SM and SC according to U.S.C.S.; Maximum Density 128.4 p.c.f. @ 9.8% Optimum Moisture. � � Job No. CFOS-238 August 25, 2005 Page 3 The results of the expansion tests performed on the remolded samples of the typical backfill soils are as follows. The samples were compacted to over 90% relative compaction and set up to be equal to 50% saturation, and then measured to full 100% saturation after a period of several days and until no further expansion occurred in a 24- hour period in accordance with Table 29-C of the Uniform Building Code. Expansion Test Results Soil Type Confining Load Ezpansion Index % Expansion 1 144 p.s.f. 19 1.9 The typical fill soils involved in the grading process are essentially non-expansive and as such will not require any special foundation design. Settlement Criteria The total settlement calculated to occur over the proposed project will be less than 1/2 inch and the differential settlement total will be 1/4 inch. FIELD COMPACTION TESTING The results of relative compaction testing throughout the building pad area were in all instances at least 90% of the maximum soil density values obtained for Soil Type 1, based on the results of testing methods (Drive Cylinder Method D2937-71 and/or Sand Cone Method D 1556-64). � � Job No. CFOS-238 August 25, 2005 Page 4 Relative Comnaction Test Results Maximum Density Determination for Soil Type 1-128.4 p.c.f (�a, 9.8% Ha0 Test Date Soil Elev. Dry Dens. Field Relative No. Tvpe (ft.) n.c.f. Moist. Density--% S-1 8/22 1 1025 119.6 5.9 93 S-2 8/22 1 1025 119.9 5.7 93 S-3 8/22 1 1026 118.1 9.9 92 S-4 8/22 1 1021 119.3 8.2 93 S-5 8/24 1 1026 115.4 5.7 90 S-6 8/24 1 1027 116.1 6.7 90 S-7 8/24 1 1028 117.7 6.2 92 S-8 8/24 1 1026 119.7 6.0 93 * S-9 8/24 1 1028 118.0 6.1 92 *Sand Volume Tests RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA Grading and Compaction Conclusions The fill soils used in the grading operations consisted of tan-brown to dark-brown fine sand and silt with minor clay-size component. These fill soils were thoroughly processed and pre-mixed to optimum moisture and were then emplaced � ' Job No. CFOS-237 August 24, 2005 Page 5 in thin lifts and track rolled in multiple directions until the required 90% relative compaction test results were attained. All grading operations were completed in accordance with the Uniform Building Code, (Appendix, Chapter 33). Approved Allowable Soil Bearin� Values The results of laboratory analysis and direct shear testing, utilizing a controlled rate of strain .050 inch per minute under varying normal loads, has produced test results indicating an angle of internal friction of 30 with 100 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a factor of safety of 3.0, the following calculations have been determined: Square or Continuous Footin�s q = CNc + wDfNq + wBNw = 100(23) + 100(1.0)18 + 100(0.5)14 = 2300 + 1800 + 700 = 4800 p.s.f. (ultimate) qa = 1600 p.s.f. (allowable for square or continuous footings 12"wide and 12" deep); qa = 1900 p.s.f. (allowable for square or continuous footings 12" wide and 18" deep); qa = 2100 p.s.f. (allowable for square or continuous footings 18" wide and 18" deep); qa = 2300 p.s.f. (allowable for square or continuous footings 24" wide and 18" deep). NOTE: Allowable soil bearing pressures may be increased by a factor of one-third when considering momentary wind and seismic loadings which are not considered to act simultaneously and is in accordance with the Uniform Building Code. � Job No. CFOS-237 August 24, 2005 Page 6 Foundation Recommendations All of the footing trenches should be excavated into well compacted, non- expansive equigranular soils. For adequate support we recommend that all single-story structures have a minimum 12-inch deep footing and all two-story structures have at least an 18-inch deep footing. All continuous bearing footings should be reinforced with not less than one #4 steel bar in the top and one #4 steel bar in the bottom. We also strongly recommend that a field inspection of the footing trenches be made prior to concrete emplacement. Utility Trenches All plumbing, utility and other trenches beneath the concrete slab should be properly restored to minimum 90% compaction value comparable to the remaining building pad. Sub�rade for Driveway and Parking Care should be taken to properly backfill and compact any utility trenches involved in subgrade areas that will be subsequently paved. This can be accomplished by moistening the native soils and wheelrolling or mechanically tamping them so that the utility trench and surrounding subgrade has approximately the same compaction, which should be 90% or better. Suggested Pavement Design All of the earth materials on the site are high m�imum density with excellent bearing values, and R-values would fall in the approximate 60 range, which is excellent support for vehicular wheel loads. If concrete surfacing is desired, a 4-inch thick � � Job No. CFOS-238 August 25, 2005 Page 7 concrete driveway could be placed directly on the compacted subgrade where the top 6 inches is 95% compaction. If asphaltic concrete is utilized, then we would recommend that a minimum thickness of 3 inches of A.C. be placed over 4 inches of Class II rock base, which is compacted to minimum 95%. Asphaltic concrete could be placed directly on the subgrade, which should be compacted to a minimum 95% also. Soluble Sulfate Content Numerous laboratory test results for the soluble sulfate content in typical decomposed granitic-type soils indicate very low p.p.m. soluble sulfate content, thus permitting the use of Type II cement with a minimum compressive strength of 2500 pounds per square inch. CLOSURE All the soils engineering work, including the field inspections, supervision and laboratory analysis, and all the grading and compaction operations have been undertaken in complete compliance with and according to the Uniform Building Code and a11 city and other local codes and requirements. We appreciate this opportunity to be of service and remain available to answer any questions or provide any additional information. Respectfully submitted, MEGALAND ENGINEERS & ASSOCIATES �'T �1 ' �pFESS/p Peter H. Buchanan, Ban al, ��/ o�Q� J Qe� �' e q `F y Soils Consultant R.C.E. 36117 I� �; � �� c� '� No.36117 r' m � Exp:6/3Q/06 � * � `� CNI� a� �. �oF cnt�FOe� � � C3C1'S St �SSOCIC1t�S Mc� �.I�n�! En in . 9 9 CIVIL ENGINEER5 • PLANNERS. • ARCHI7ECT5 • SURVEYORS r�B o:' C�'o.5"'- 2 3 8 �14T�: E� /a5'�5_' _.. . UNIFIED SOIL C.I.ASSIFICATI�N SYST.EM � MAJOR DIYISIONS � TYP�CAL NAMES • M60L . � . � wM� �.wi r+.H.. ��++��..y �i��w..�, C�EAN � i�nh M �. ��•'s. ' GAAYELS � : � ' . (l�nN i iw linw ).t�� hvl� .�N .I"�'M� w rM�•�aM rw�u�, GAAVELS � � � ~ �� . r�d : ` � y�w 001� �F . � . , . ee�» kietw� � . � u�Gtll'n.r� n+. GM silh I+�N.. ►�w�-..,�•.�1 �..r.... N.. � u... a..l.' GR/�VEl3 wltN fINES . COARSE ' M i..� ,r�� . : GC . u� ►�.+h. I��..,� �►�.ir.... '��GAAINED • � SQIL�i • • � '� � �,�;,i ..+a: r.+��h• ..+n. n��• . h►�� . b9� � . � i S1N » 11�w • wwwiN.» l � . . . m.� w. ioo .�.w CIfAN SANO3 . nn) • dMl� r ir fbwl • � , . � ArA1 � IMN - ��M I ji7�tl1� �iqi► . N�I b � SJ►NDS • w Hiwt. i�.� ww �0'K d . , . sv w NsMw h • 311111t11 M�w .�M � 1�N1 raN. r�d'wM iw��her. .� ►M. • �w.� wnl . S►NOS • • • wi�H fi►+ES . . , ' fa�tnw .ni.. � . � �.w,� ,� �w».►.:,.. ' - d I�w 1' . • � , • . M�r��is MIM d w7 f� rwb. nd flw. , � �♦ �M►�1 fr» �� sMp�► Nlt� �7�M� w��ttf/. SLITS �H� ClAYS b.*w�s et�n .1 r. �i .r.wt M.«�a+t. fl.W. ��w�l l[it i�w.00) � 0. 1+��h !��r�. �w a��s, Mb �n. �+w tN�H. 0 . O�wt MIM �A �rnit .�� R►�M d M� f 1NE . ' r""e'►r - 611�A1NED SOI�S ` I. Iw�rw.c wh. ener.«�' • w.r«.»c..r• � tM�1• Mw �0'�'�f � . . � 1ry'�/+h r �NI�'MrM. �IwrK MIM. �wNS.N1» SM�LLO� � .. • . Mw� ►N !OG �lw� wN� � � SILTS AND CLAYS . ' CH r ,�,,�,K c►.TS .i nN� �1��u��h.1« cr�.. (l�w.�• n�.� G+�UTL� itw� 90� . Or�K tl�►� d e+Irww N �►�p /��IrcN� , . � ' a.�K ��IM. , , • HIGH�Y OR6aNIC SOIIS � PI � � M�M �''«'h "�'"'� ~'n. rOUhO��s tl�lSII�C�t�ONi: Sw�� w��^�1 c►.�.�s�wi�na M•M N+w• r• •ti:��r� ►r . . s.�.�.►�.» .� r.,� �n�� , r o, 9 En inaars �t �ssoci�t�s M� �I�nd . 9 9^ CIVIL ENGINEERS • PLANIJER5. • ARCHI7ECT5 • SURVEYORS � _�R�/�' _ C'�O,S = 2 3 8 Z1�4T�. ��2�'/D.� �� I!� S E NGINE�RI NG C�A�"A . � _ TYP'rtQl Fill l�ate.rials . �1AAXIMUM QENSITY CURVE � /Koii�vre � Content �in P�er �ent al prY Wbi�ht .. 130 � � so�� c��.ssiFrca►T�oN: 125 ` Soil. Ty�e ond Oestri�inn�_ •- - . - ra.o 7o si �•a .�'rn�e 1�r� , Q✓i .Si l7� 4 'i � o�v1 /�90r � a � 12 0 . � �si z � cow+, .�a, � s�l . a � r.c cto i' �' o�/ c's. . . 115 . `� � ME T H40 4F COMP�4CTI�ON : - �N . � I�,ST�A. SiO�dord Teil IKef�►od D'1s, � 110 � . , � 4� �iOml1N �0�: . I/� tY. ff. r01u�� ' � � 10 �� 1S W ows P� r lo� r. p Ib. homm�{ drop�+d ij incht� � 105 �. �5 l00 p � OPtIMU1N 1KOISIVRE C�NTEN1;-1� 1�r C�r►� o� Qry VY�ipht 9� �. ' M1IXIMUM ORY O�NSIIY bund�� r Cubic Foo1 -/�8 - � � . ; I