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Home My WebLink AboutTract Map 3552 Lot 58 Preliminary Soils & Foundation �� B&FSOILS � PRELIMINARY SOILS INVESTIGATION � COMPACTION TEo"TING � � � � PERCOLATION REPORTS 31 174 RrvEarorv Lar�-'i'En+ECUV., CA 92597 PHONE (909) 6991499 PItELIMINA�tY SOII.S INVESTIGATION AND ' FOUNI)AT10N RECOMMENDATIONS A separate garage addition to include one bedroom and one bath and to be constructed adjacent to an existing single-family residence located at 43881 Coronado Drive, Temecula, California. Site Location: 43881 Coronado Drive Temecula, CA 92590 L�gal Description: A portion of Temecula-Rancho, T. 8 S, R. 2 W; A.P.N. 922-150-011 Owner/A� Ln •cant: Mrs. Terry Wold c/o David Bredesen Construction F� and Phone: (909) 696-8325 Job No. PSFO 1-115 August 15, 2001 � � TABLE OF CONTENTS INTRODUCT�ON ................................................................................................1 FIELD INV�STIGATION AND EXPLORATORY BORINGS ........................1 FAULTSYSTEMS ...............................................................................................2 SEISMICITY ......................................................................................................Z LIQUEFACTION CRITERIA .....................................:......................................3 GENERAL LABORATORY TESTING PROCEDURES ..................................3 MaximumDensity Determinations ..........................................................3 EgpansionTests ........................................................................................4 ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN ..............4 ACTIVE EARTH PRESSURES FOR WALL DESIGN ....................................5 LATERAL RESISTANCE ...................................................................................6 SETTLEMENTANALYSIS ................................................................................6 SLOPE STABILITY CRITERIA ........................................................................7 SITE CLEANUP AND COMPACTION OPERATIONS ...................................7 COMPACTION SECTION DESIGNS ...............................................................7 FOUNDATION DESIGN RECOMMENDATIONS ..........................................5 Soluble Sulfate Testing .............................................................................5 FloorSlab Recommendations ...................................................................8 FloorSlab Moisture Barrier .....................................................................9 � Drainage Procedures .................................................................................9 UtilityTrench Backfill ..............................................................:...............9 CONCLUSIONS AND SUMMATION ...............................................................10 UNIFIED SOILS CLASSIFICATION SYSTEM ...............................................11 BORING .....................................................................................................12 SEISMIC ZONE MAP .........................................................................»13 CONSOLIDATION TEST PRESSURE CURVE .............................................»14 MAXIMUM DENSITI' CURVE .........................................................................15 SULFATE TEST RESULTS .................................................................:............_16 R- VALUE S ......................................................................................................... » 17 SLOPE STABILITY CALCULATIONS ............................................................18 PLANS .......................................................................................................Enclosed B & F SOILS � � Job No. PSFO1-115 , August 15, 2001 Page 1 P12�LI1VIINARY SOILS INVESTIGATION AND �'OUNDA�'�ON ItECOMMENDATIONS A separate garage addition to include one bedroom and one bath and to be constructed adjacent to an existing single-family residence located at 43881 Coronado Drive, Temecula, California. Site Location: 43881 Coronado Drive Temecula, CA 92590 Leg�l Descri t° ion: A portion of Temecula-Rancho, T. 8 S, R. 2 W; A.P.N. 922-150-011 Owner/A�plicant: Mrs. Terry Wold INTRODUCTION• At the request of David Bredesen and the City of Temecula Engineering Department, B& F Soils has conducted a complete preliminary soils engineering feasibility study in order to construct a separate garage unit with 1 bedroom and 1 bath. All of our soils investigation was in complete accordance with the Uniform Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and local City of Temecula grading codes and standards. FTELD 1NVESTIGATION AND EXPLORATORY BORINGS Three 8-inch borings were located in each of the three separate construction areas, as were additional surficial exploratory excavations. Both disturbed and undisturbed soil samples were obtained from these exploratory sites and were used to determine soil characteristics such as density, expansiveness, shearability and consolidation index. B & F SO1LS � • Job No. PSFO1-115 August 15, 2001 Page 2 FAULT �YSTEMS 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. 4FISMICITY 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 e�ension of the Whittier-Elsinore Fault. The Chino Fault southern e�ension 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) Probabilitv of GroLnd Acceleration. 0 Probability of One Occurrence � Acceleration of Gravitv Per 100 Years 0.05 95% 0.10 88% 0.15 65% 0.20 38% 0.30 20% 0.35 4% B & F SOILS � , . Job No. PSFO1-115 August 15, 2001 Page 3 Southern California is considered susceptible to a large 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. L� �UEFACTION 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 are located within a groundwater zone. A rearrangement of the soil particles takes place, putting them into a denser condition, which results in localized areas 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 tfie building pad elevation, either permanent or perched. Final drainage design will provide permanent and positive drainage flow away 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. (;FNERAL LABORATORY TESTING PROCEDLTRES MA��ro��m 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 B & F SOILS • � Job No. PSFO1-115 August 15, 2001 Page 4 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: Reddish to tan-brown slightly micaceous coarse to fine sand and silt with some clay component and some grit-size sand; Maximum Density 128.0 @ 11.7% Optimum Moisture. Fxnansion 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 > s Building Code, are as follows: Egnansion Test Results i T Confining Load E_�nansion Index % Ex�ansion 1 144 p.s.f. 12 1.2 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. Ar LOWABLE BEA1�rlvG 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 normalloads. The test results calculated graphically to an angle of internal friction of 32 degrees with B & F SOILS • • Job No. PSFO1-115 August 15, 2001 Page 5 120 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 + wDflVq + 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 square or continuous footings 24" wide and 12" deep); qa = 1850 p.s.f. (allowable for square or continuous footings 12" 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. ACTIVE FARTH PRESSURF,S 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 wall. 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. B & F SOILS � � Job No. PSFO1-115 August 15, 2001 Page 6 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 ma�mum of 2400 p.s.f. A coefficient of friction of 0.35 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 taking 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 0.108. Calculations indicate that under these soil conditions a single-story structure could have 1.5 inches of total settlement, and a two-story structure would have 1.7 inches of 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 1/2 inch and the total differential settlement will be 1/4 inch. B & F SOILS � • Job No. PSFO1-115 August 15, 2001 Page 7 SLOPE STABILITY CRITE�i,� A failure plane was established in the field based on the existing natural undisturbed soil conditions within the project area. The sliding forces required to cause slope failure were calculated at three separate points: A, B and C. An additional sliding force resulting from seismic activity was also calculated, and the resulting total sliding forces were then equated to the total resisting forces (Fr) calculated from the direct shear graph and angle of internal friction ( 0). The total sliding forces when compared to the total resisting forces result in a Factor of Safety (F.S.) which in this project calculates to a 1.525, and is within the acceptable tolerance limits as required by Riverside County Building and Safety Codes. SITF CLEA NUP AND C'OMPACTION OPERATIQIY� The area to be graded must first be stripped clean of all vegetation and any otherwise loose or deleterious materials The top 24 inches of native soils must be thoroughly ripped, watered and processed, and then recompacted in minimum 6-inch lifts. Both wheel and track-rolling should be used, preferably using a vibrating sheepsfoot compaction machine rolling in multiple directions to attain the required 90% or 95% compaction values. A certified soils engineer must conduct daily field inspections and testing during the entire compacted fill operations. ('OMPACTION SECTI4N DESIGNS � All fill andlor cut areas receiving concrete or asphaltic concrete surfacing must be compacted to a minimum 90% relative compaction using the existing native soils as the subgrade. B & F SOILS � � Job Na PSF01-115 August 15, 2001 Page 8 Based on the R-values obtained, the pavement section for Palo Alto Lane should be a minimum of 4 inches of asphaltic concrete over a native soil subgrade in which the top 6 inches is compacted to a minimum 95% compaction value. 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 eatending 5 feet beyond the building perimeter. FOUNDATION I)ESIGN RECOMMENDATIONS Soluble Sulfate Testin� A soluble sulfate laboratory test performed on soil type A indicated 0% sulfates, thereby permitting the use of Type II cement (minimum 2500 p.s.i.). See Page 16. 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. B & F SOILS � � Job No. PSFOI-115 August 15, 2001 Page 9 Floor Slab 1Vioisture 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 all 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. 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. DrainaQe ProcedLrec 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. tili Trench Backfill All utility trenches traversing the building pad andlor subgrade areas should be bacl�illed 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 B & F SOILS � • Job No. PSFO1-115 August 15, 2001 Page 10 tamping and/or wheelrolling be undertaken so that at least 90% compaction has been attained and no subsequent settlement will occur over these areas. CON LUSIONS 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, B & F SOILS �� `� � l f- r� � ! '�� ,; �� i� F, _ . . .�� ; �t� r J• ��.. �� i� � � ; � �. - �' �'1 Peter H. Buchanan, Randolph F. emin w� t��. `" , �'�� Soils Consultant R.C.E. 45687 `� � E��. �L-�(-o �':;�, �� , � \ J'� � ��, : �� , ;, � FC � . _� B & F SOI LS �� D. �.S�O/—// B & F 501 LS ��c � ( Page . /� MAJOR DIVISIONS GROUP TYPICAI NAMES SY MBOI.S ':�� w«� voad V.s.��. 4ow�-�ow rw�■w.n, r � 1i1t1� a ee lirw .. CLEAN � So GRAVELS • H� a eo��•sond mufy�. (L�nw o ro linw ):�.� � Pbvly proe�d ia. O GRAVELS •::'. I�nN w m 1�s. .'.;:. (Nw� Mwn SO X d �ppr M (IOC1101� 1� I�PGfH IM�+ IM GM SiM� OrooM{. 4r�1't�+d'fdt iw+t�w�. �...�«. ��,.� GRAVELS WITH FINES (�or«res+� ew��. � Gom V�e.vN. Pvw�'+o'a'po� n��w+s. COl+RSE a iM..� GRAINED ., . SOILS. �i y,oe.�e sew.. wv►��i� ..ws. i�na : (Mo�• tfwn 9ox d �. SW no fiirs. w�erw�o� e L��p - . ,n,,, ,+o, 200 ��••• CLEAN SpN05 ` u:• 1 (L�n�• a ne �w�a 1: Peo.�r V�esw e+e� o q�w�u� ss�si . ��nr SI►NOS � ° � ��' �.r�soxd .. �o... ��:,�on f. S��ILER �non eM �� $�y� Shc� �eM� . wd's�N �n��w�a. i+o. � �� a�nl SANOS � WITH FINES � � (�oo..c�ee+� erw+. � �� .,,,A,, .s,a-Nay n�n�u.s. . d htis ) � � InorOonit Ultl Ond rM� fnM fd�Q�. ►OC� IIO�/, . ML unr o ewrw e■ ww� v eayhr sdn .�ro s+�ant yos�Knr,• SILTS ANO CLAYS �wo.pv��c cw�r• e� b+ w n�e.i^ v►a�'�'�►• CL 4e..n� ae�s. so�+er d�rs. M�h e�srs. � (L�w�d Irw�l LESS �� SO) tlops. . . � Oraone �dn aW v4o^�c sdl� elofs d b� F INE domc��y . GRaiNED SOILS MH �"O`o°"K sms. n��ca^�ous a e��e�sc�w� (Me�• Ifan SO' ol � � 1�M tonA7 a UI1� w�M. �IOSI�c sd►f. � Tar�.�a� n SM�ILEp �nen NO 200 f�w� , '"�� S I LTS ANp CLAYS CH �wpemc c�e�s er n�yn o�on�ei�y, �e+ ea�s. (l�w�a i�n�� GREITER �i�on SO) � . � O.Oomc ew�s e/ m.a�un� �e npn obu�t�ty, aoen�c uuf. NIGHLY ORGANIC SOIIS P1 r«+ .�a w��' �"V"'� °'V°"ie fO'��. SOUNO�pr GL�SSIFIC�TIONS: Sau obs�„��^9 e�ereetw��es M ��e V�a.o+ M� 0�'.0^°�� ' earnlrwuaw el arwo s►�001�. . 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