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Home My WebLink AboutTract Map 3552 Lot 28 Preliminary Soils & Foundation ` � � s�,�.�'�G,U� V IVlcgc�Ic�ncJ Enginccrs �t ��socic�t�� civil engineer5 • planner5 • 5tructural • 5urveyor5 � 501I5 PRELIMINARY SOILS INVESTIGATION AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area, including driveway approach and parking areas, located on Vallejo Drive, Temecula, California Legal DescripNon: �;-Lot:2�8,,,o�Tract 3552;� A.P.N. 922-160-012 Site Location: Vallejo Drive Temecula, CA 92592 Owner/Auulicant: Mike Hayes 41558 Valor Drive Murrieta, CA 92562 951 302-0235 Proiect #: 1-005-053GR Job No. PSFOS-209 August 7, 2005 28441 Rancho California Rd., Suite. M� Temecula, CA 92590 I'hone: (951) 699-4624 • Fax: (951) 695-5084 • E-mail: megalandengineer5@verizon.net • s TABLE OF CONTENTS VICINITY MAP INTRODUCTION ....................................................................................................1 GENERAL SITE CONDITIONS ...........................................................................1 FIELD INVESTIGATION AND EXPLORATORY BORINGS ........................2 FAULTSYSTEMS ..................................................................................................2 SEISMICITY............................................................................................................2 LIQUEFACTION CRITERIA ...............................................................................3 GENERAL LABORATORY TESTING PROCEDURES ...................................4 MazimumDensity Determinations ............................................................4 EzpansionTests ............................................................................................4 ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN ..............5 ACTIVE EARTH PRESSURES FOR WALL DESIGN ......................................6 LATERALRESISTANCE ......................................................................................6 SETTLEMENT ANALYSIS ...................................................................................6 SITE CLEANUP AND COMPACTION OPERATIONS ....................................7 COMPACTION SECTION DESIGNS ..................................................................7 FOiTNDATION DESIGN RECOMMENDATIONS ............................................8 SolubleSulfate Testing ................................................................................8 FloorSlab Recommendations .....................................................................8 FloorSlab Moisture Barrier .......................................................................8 IDrainageProcedures ...................................................................................9 Utility Trench Backfill .................................................................................9 FoundationRecommendations ...................................................................9 CONCLUSIONS AND SUMMATION ..................................................................10 iJNIFIED SOILS CLASSIFICATION SYSTEM .................................................11 BORING .........................................................................................................12 SEISIVIIC FAUI,T ZON� MAP .............................................................................13 CONSOLIDATION TEST PRESSURE CURVE ................................................14 1VgAXIMiJM DENSITY CURVE ...........................................................................15 SITE PLAN ..............................................................................................................16 , • • 1�/iC'IN/TY I�J►�41�: �7►0�: Ps�os--zo9 3 r6'i�,lo; ,Q =, . 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N ,'; C� , �; � �».__.r� � j�°�, �LF :f.}�CUU ��aiO�L��1�«' � � 1�} -c. �,Q � ' � }` ��;�:��;r3 ' . i t�,� u � �.—� COURSE : �`� `� �+ �^,� ��i.S� , � FFS� � �{ � b §'_� � �` ' � n �: � � i �: `�t' �C� , � �. �f c > Q � r 4 <t. � � `T � � . ].� �� ,` > � �; � ,��,, Y �i � f � � s,, q .; , '��° , 'C 1� ' 3. , . , r'� : L1 �j j � � r �.� l�` �` r ;.-�; ; o �� rn � � �4�w�� ! , T 'I 3 � 1y y .�.�.r�� .,,�.,�;;, '� � � � F � � � \�` C T •� D �htT i� �1Y., \ J > � �� '..� � �"" � � D + C � � J � ; `� �; :; , J . ,, . :� � `; ��;-�` i .'`�\ z ?Q . `� t I � -� '��'b�Ja�.! � � yj'li�, r1 _�.__.�._,.�_ _.._.Q �� •i 4 4 �� \ � �� i v i .� . ` `'��„�' � 1 \ � ` ' - _�_ _ -'-�- �.� ,a--1 ��; __ �,�.�� ? t � � , . ;�:... � .� �'N . � ! � Job No. PSFOS-209 August 7, 2005 Page 1 PRELIMINARY SOILS INVESTIGATION AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area, including driveway � approach and parking areas, located on Vallejo Drive, Temecula, California Legal Description: Lot 28 of Tract 3552; A.P.N.922-160-012 Site Location: Vallejo Drive - Temecula, CA 92592 Owner/Aunlicant: Mike Hayes Proiect #: 1-005-053GR INTRODUCTION At the request of owner, Mike Hayes, and in accordance with prevailing code requirements, we have conducted a complete preliminary soils engineering feasibility study to deternune the structural properties and strength parameters of the existing soils which will be involved in the grading operations to construct a single-family building pad azea. The Soils Engineering work has been conducted in complete accordance with currently accepted engineering techniques as set fourth by the U.B.C. (Appendix, Chapter 33) GENERAL SIT� CONDITIONS This 2.42-acre lot slopes up very gradually to the north and slopes up 3% to 4% to the west. The access driveway comes off Vallejo Drive along the southeast property line and the building pad area is located 170 feet north of Vallejo Drive. The lot is sparsely vegetated with dried native grasses and there is no evidence of any foreign materials or any contamination on the site. , • � Job No. PSFOS-209 August 7, 2005 Page 2 FIELD INVESTIGATION AND EXPLORATORY BORINGS One eight-inch boring was drilled to a depth of 6.5 feet in the building pad area; several shallow excavations were used to collect laboratory samples. FAULT SYSTEMS There is no evidence of any significant escarpments or ground distortion. Current geologic information does not indicate any active faults on the property. The complete building pad will be cut down into solid, undisturbed soil formations. SEISMICITY - All of Southern California is within a zone of seismic activity. Some of the potentially active fault systems of significant size would be the Newport-Inglewood Fault, which is at a considerable distance of about 30 miles northwest along the Pacific Coast. For this general area the most consistently active zone within a 100-mile radius would include the San Jacinto Fault Zone, and the closest main active fault would be the southern extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is approximately 15 miles away and is considered to have a maximum magnitude of 7.5, which would also apply to the Whittier Fault, which is more distant. The overall area is considered to have a Richter magnitude of 7.0. The possibility of ground acceleration at this area would be approximately equal to the general Southern California region. Past information indicates the probability of ground acceleration as follows: (Page 3) , ' • • Job No. PSFOS-209 August 7, 2005 Page 3 Probability of Ground Acceleration Probability of One Occurrence Acceleration of Gravitv Per 100 Years 0.05 95% 0.10 88% 0.15 65% 0.20 3 8% 0.30 20% 0.35 4% Southern California is considered susceptible to a lazge earthquake, and design should be in accordance with the Uniform Building Code, latest edition. The "Seismic Risk Map of the United States" indicates that we are in Zone 4, which is described as those areas within Zone 3 determined by their proximity to certain major fault systems to be deemed Zone 4. LIQUEFACTION CRITERIA Soil liquefaction is caused by loss of soil strength, which is a result of increased pore water pressures related to significant seismic activity. This phenomenon occurs primarily in loose to somewhat dense cohesionless soils, which aze located within a groundwater zone. A rearrangement of the soil particles takes place, putting them into a denser condition, which results in localized azeas of settlement, sand boils and/or flow failures. The subject site will be cut down into solid, undisturbed well compacted soils which will have adequate drainage both naturally and manmade for the final building pad. The soil particles will be in a dense, well compacted condition. There will be no groundwater surfaces remotely close to the building pad elevation, either permanent or perched. Final drainage design will provide permanent and positive drainage flow away , ' � • Job No. PSFOS-209 August 7, 2005 Page 4 from a11 structures. Therefore, it is concluded that the subject building pad and the proposed foundations will be considered to be nil with respect to liquefaction. GENERAL LABORATORY TESTING PROCEDURES Maximum Densitv Determinations A bulk sample was procured, representing the typical soils that will be involved in the excavation and grading procedures. 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 dazk tan-brown fine sand and silt with some sma11 rock fragmentst; SM & SC according to the U.S.C.S.; Maximum Density 126.2 @ 9.3% Optimum Moisture. Expansion Tests The results of expansion tests performed on the remolded samples of the typical foundation soils, compacted to over 90% 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, are as follows: Expansion Test Results Soil Type Confinin� Load Expansion Index % Expansion 1 144 p.s.f. 16 1.6 All of the typical earth materials that will be involved in the grading operations have low to nil expansive properties and will not present any structural foundation problems with respect to soil moisture variations. � � Job No. PSFOS-209 August 7, 2005 Page 5 ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN The typical earth materials on the site were procured for laboratory analysis and based on saturated direct shear tests, an allowable soil bearing pressure was determined. The results of laboratory analysis and direct shear testing on the typical foundation soils utilized a controlled rate of strain of .050 inch per minute under varying normal loads. The test results calculated graphically to an angle of internal friction of 32 degrees with 120 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 Footings q = CNc + wDfl�Tq + wBNw = 150(20) + 100(1.0)14 + 100(0.5)12 = 3000 + 1400 + 600 = 5000 p.s.f. (ultimate) qa = 1650 p.s.f. (allowable for square or continuous footings 12" wide and 12" deep); qa = 1750 p.s.f. (allowable for square or continuous footings 18" wide and 12" deep); qa = 1850 p.s.f. (allowable for squaze or continuous footings 24" wide and 12" deep); qa = 1950 p.s.f. (allowable for square or continuous footings 18" wide and 18" deep). qa = 2650 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. PSFOS-209 August 7, 2005 ' Page 6 ACTIVE EARTH PRESSURES FOR WALL DESIGN For design of retaining walls where native soils or comparable import soils are utilized which are fine-grained and not clays, we recommend that active pressures be 35 p.c.f. equivalent fluid pressure where there is a level backfill against the retaining wa11. If a rising slope occurs behind the wall at a 2:1 angle, then the active pressure � should be increased to 45 p.c.f. equivalent fluid pressure. LATERAL RESISTANCE For determining lateral resistance and foundation design, passive pressures of 300 p.s.f. per foot of depth may be used, up to a maximum of 2400 p.s.f. A coefficient of friction of 035 can be used for lateral resistance for all foundations making contact with the approved building pad. If this value is used in conjunction with the passive pressure, then the coefficient of friction may be left at 0.35, but the passive pressure should be reduced to 225 p.s.f. per foot of depth. The lateral resistance from coefficient of friction is determined by talcing the actual load of the building on the soils, times the foundation area, times the coefficient of friction. SETTLEMENT ANALYSIS Consolidation testing was performed on an undisturbed soil sample which is representative of the foundation soils in the general building pad area. The resulting compression index (C.I.) determined by laboratory testing of this undisturbed foundation soil sample was 0.072. Calculations indicate that under these soil conditions a single-story structure could have 1.0 inches of total settlement, and a two-story structure would have 1.1 inches of . � • • Job No. PSFOS-209 August 7, 2005 Page 7 total settlement. These values would be based on no additional compaction being undertaken and the total settlement that would occur, including that which takes place during the actual construction of the building, plus all final settlement. After the compaction of the project area has been completed, the total settlement which will result is U2 inch and the total differential settlement will be 1/4 inch. SITE CLEANUP AND COMPACTION OPERATIONS The area to be graded must first be stripped clean of all vegetation and any otherwise loose or deleterious materials. In all azeas where structural fills will be constructed, a minimum overexcavation of 36 inches is recommended. The overexcavated soils should be thoroughly processed and premixed to optimum moisture and recompacted in 6 to 8 inch lifts with constant wheel and track rolling in multiple directions until 90% relative compaction test results are attained. It is strongly recommend that all exposed subgrades be inspected by a competent soils person prior to emplacement of compacted fills. COMPACTION S�CTION DESIGNS All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be compacted to a minimum 95% relative compaction using the existing native soils as the subgrade. All fill areas should otherwise be compacted to 90% relative compaction and all building sites bisected with daylite lines must be over-excavated a minimum of 3 feet and extending 5 feet beyond the building perimeter. � • . Job No. PSFOS-209 August 7, 2005 Page 8 FOUNDATION DESIGN RECOMMENDATIONS Soluble Sulfate Testing The soluble sulfate content of the sandy soils derived from decomposed granites is typically very low to nil, and the use of standard strength concrete (2500 p.s.i.) is recommended. Floor Slab Recommendations Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical soils are in the low expansive range; however, we would suggest that some minor reinforcement be considered in the slabs, such as 6" x 6"-10/10 welded wire mesh. The advantage of this is that it does eliminate the possibility of any minor cracking and separations as sometimes occurs with heavy live loads. The original compacted building pad area is adequate, but with the trenching of utility lines and the plumbing risers, there is sometimes difficulty in getting uniform compaction throughout all areas. Horizontal reinforcement of the slabs can be in the form of 6" x 6"-10/10 welded wire mesh, or #3 bars be placed each way on centers between 18 inches and not more than 24 inches. Floor Slab Moisture Barrier For all areas that will receive floor covering, or where any form of moisture or dampness could result in an undesirable situation, the use of a moisture barrier such as a 6-mil visqueen-type membrane is recommended which is lapped or sealed at a11 joints. For garage areas or sheds other than living quarters, the moisture barrier is considered optional; however, it does serve a useful purpose. In all instances good drainage should be maintained away from all structures. . � � • Job No. PSFOS-209 August 7, 2005 Page 9 All of the polyethylene membranes should be protected with a few inches of sand placed on top and below them for protection; it will also help in curing the cement when the floor slabs are poured. All of the sand should be kept moist up to the time the slabs are poured. Drainage Criteria The final building pad will be properly elevated and all drainage patterns will most likely be directed toward the adjoining flood control channel. It is important that all surface runoff be directed away from all building foundations. . Utilitv Trench Backfdl All utility trenches traversing the building pad and/or subgrade areas should be backfilled with clean, sandy native soils that are moistened to optimum moisture and compacted to a minimum 90% compaction value to insure against any subsequent settlement in these areas. For deep trenches, the pipes can be filled in by jetting so that voids are eliminated. However; for the upper four feet we recommend that mechanical tamping and/or wheelrolling be undertaken so that at least 90% compaction has been attained and no subsequent settlement will occur over these areas. Foundation Recoanmendations All of the trenches should be excavated into well compacted, non-expansive equigranular soils. For adequate support we recommend that a11 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 . � � � Job No. PSFOS-209 August 7, 2005 Page 10 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. CONCLUSIONS AND SUMMATION All of our field work, exploration, soil sampling, laboratory testing, and engineering analysis have been conducted in complete accordance with the Uniform Building Code and with accepted engineering techniques and prevailing grading and engineering code requirements. We will remain available at this time for any additional soils information or any clarification of the report that might be required. We will present a Final Report of Compacted Fill for the remaining grading and compaction testing necessary to acquire a building permit. We appreciate this opportunity to be of service. Respectfully submitted, MEGALAND ENGI ERS & ASSOCIATES � � � P OFESS/ � o� Peter H. Buchanan, Art Bananal, ��r� � J Q,O �• e `F Soils Consultant R.C.E. 36117 �'� o cs � No.36117 m s Exp:6/30/06 � � '* sT CNI� �a�P 9T FOF CA1.�F�P ,o. i/ Mt� �.I�n�! En inaars at �ssocintas 9 9 CIYIL ENGINEER5 • PLANNER5. • ARCHITECTS • SURVEYORS �B�vo:" PSFo.�-- 2 0 9 � .t�T�: 8/�/os UNIFIED SOIL C.LASSIFICATI4N SYST.EM MAJOR DIYISIONS � M� TVPICAL NAMEg � . • � •N) frAd r"�wl� rMl•�w�1 ��hnM. C Nnh • ir If�.i. � Wi� ELS i • (I�MM ► � Ihw ) � � h�l� .�rwN .N+H� • �MI-wN ��r�, GAAVELS � n"" ' "' �'""' . p�... n�w �01� .r � . a� M hicuw 7 . • . 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