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1996-4864 G/CN Street Address Category Serial # - 1 ?6q Name Description Plan ck. # Year recdescv 1 ' BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING ' P.O. Box 230348 Encinitas, CA 92023 -0348 (760) 753 -9940 1 1 October 16, 1997 1 Harloff Chevrolet 1302 Encinitas Blvd. Encinitas, California 92024 1 c/o Mike Scott Grading P.O. 1052 1 Cardiff, CA 92007 Subject. REPORT OF GRADING AND COMPACTION FOR HARLOFF CHEVROLET LOWER PARKING LOT 1 Encinitas Blvd. and El Camino Real Encinitas, California 1 Reference: Grading Plan Prepared by Mort O'Grady 1 Dear Mr. Scott, In response to your request, we have observed the grading operation and performed field density testing on the above referenced project. 1 The results of our density tests and laboratory testing are presented in this report. 1 Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. ' If you have any questions, please contact us at (760) 753 -9940. This opportunity to be of service is appreciated. 1 Respectfully submitted, 1 A.R. BAR AND ASSOCI ESS� A.R. Ba ry, GE 119 1 Principal En ineer Exp 3/3198 m 7►r `rr9TOtEC 1 ' REPORT OF GRADING AND COMPACTION Harloff Chevrolet Lower Parking Lot ' Encinitas Blvd. and El Camino Real Encinitas, California 92024 ' Prepared for: Mike Scott Grading P.O. Box 1052 ' Cardiff, California 92007 ' October 16, 1997 W.O. G -1459 t Prepared by: ' A. R. BARRY AND ASSOCIATES P.O. Box 230348 Encinitas, California 92023 -0348 1 ' October 16, 1997 W.O. G -1459 ' Page 1 ' INTRODUCTION This report presents the results of our observations and field density testing for the grading of the above referenced parking lot. The project entailed cutting and filling of on site soils in order ' to create a parking lot with a 2% slope and a drainage sump at the north east corner of the lot. The results of our density tests are presented in Table I. ' LABORATORY TEST DATA ' The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557 - 78. Field density tests ' were performed in accordance with ASTM D 1556. The results of the ' laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum ' Description (T)-c.f.) Moisture M Brown silty sand 127.0 10.2 DISCUSSION ' The following is a discussion of the grading operations, as they ' were performed on the site: ' 1. A keyway was excavated at the base of the fill slope adjacent to the concrete drainage ditch along the north side of the property. ' October 16, 1997 W.O. G -1459 ' Page 2 ' The bottom of the excavation was inspected by our field engineer and approved as competent material to receive the compacted fill. ' 2. The generated fill soil from the excavation was then spread over the bottom of the keyway in lifts not exceeding 8 inches, watered as required to achieve optimum moisture content, and compacted by track mounted and rubber tire roller earth moving equipment. 3. The fill was placed to a minimum of 90 percent of the laboratory ' maximum dry density as indicated by our test results. ' If you have any questions, please do not hesitate to contact us at (760) 753 -9940. Respectfully submitted, ' A. R. BARRY AND ASSOCIATES ' A. R. Barry Principal Eng' eer OE1l9 ' Ev. 3131M cfi N� R sr � T OOF CAI�F� ��P Harloff Chevrolet ' Lower Parking Lot APPENDIX "A" ' LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Moisture Dry Relative Test Test Content Density % No. Location Elev. % (pcf Compaction 1 See Plan Key 13.7 108.5 91 ' 2 See Plan Key 12.1 107.3 90 3 See Plan 220 14.3 115.9 91 ' 4 See Plan 218 13.1 116.2 92 5 See Plan 216 14.9 120.9 95 ' 6 See Plan 223 14.2 118.3 93 7 See Plan 223 13.6 120.2 95 8 See Plan 220 14.3 119.1 94 ' 9 See Plan 219 13.9 116.8 92 10 See Plan 223 14.6 117.8 93 11 See Plan 220 12.6 120.3 95 12 See Plan 223 11.3 120.1 95 JOB SOWARDS AND BROWN ENGINEERING SHEET NO. OF 2187 Newcastle Ave., Suite 103 CALCULATED BY DATE CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCA . . . . . . . . ........ ..................... . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . ................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..................... ..... . . . . . . . . . . . . . . . . . . . . . . ............. .................... .. . . . . . . . . . . . . . . . . . . . . . . . . ............ . . . .. - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - t - 7 r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ; . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........... ... ..... ... . ......... .............. . ............. .............. ............. ... .. .. ....... .............. ............. . ......... ............. .............. .............. ............. ............. ............. .......... ............... ............ . ....... . .............. ............. .............. .............. .............. ........... ............. ............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... .......... . . . . . . . . . . . . . . . . . . ........ 4 . .... 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L PLA DESILTING BASIN CAPACITY TABLE ESTIMATED QUANTITIES OF SILT AND DEBRIS RIS (Cubic Yards) DRAINAGE TRACT AREA SOIL CONDITIONS AVERAGE STREET SLOPE (Acres) CON 2% 5% 8% 10% 12% 15% 10 Loose Granular 270 350 370 400 450 500 Compacted 100 1,70 200 240 270 300 15 Loose Granular 400 420 460 600 675 750 Compacted 150 255 300 360 400 450 20 Loose Granular 540 700 740 800 900 1000 Compacted 200 340 400 480 540 600 40 Loose Granular - 1080 1400 1480 1600 1800 2000 Compacted 400 680 800 960 1080 1200 80 Loose Granular 2160 2800 2960 3200 3600 4000 Compacted 800 1360 1600 1920 2160 2400 li 100 Loose Granular 2700 3500 3700 4000 4500 5000 Kill. Compacted 1000 1700 2000 2400 2700 3000 ' i• 150 Loose Granular 4000 4200 4600 6000 6750 7500 Compacted 1500 2550 3000 3600 4000 4500 200 Loose Granular 5400 7000 7400 8000 9000 10000 P Compacted 2000 3400 4000 4800 5400 6000 iaEs tE NOTE: Always use the value for granular material unless -the project is finished and the utility trenches are filled with soil which has been compacted to 90% relative compaction. ` The capacity required by the above table shall be in a pit or basin. At the fl lower end of the basin there shall be constructed an outlet dike with dimensions as per instructions. The size of the desilting basin may be reduced by constructing more than one basin. However, the total volume of basins constructed shall be equal to the estimated volume of rxiof f solids. 128 _.,y r� BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 348 Encinitas, CA 92023 -0348 (619) 753 -9940 October 3 1996 Harloff BMW - Chevrolet 1302 Encinitas Blvd. p V u Encinitas, California . _. OC1 3 - Ou 1 1996 Subject: UPDATED GEOTECHNICAL EVALUATION SER �IGES Proposed Parking Lot EN G EER1NG Encinitas Boulevard. C` v OF EN Encinitas, California Reference: 1. REPORT OF SOILS INVESTIGATION Proposed Parking Lot Encinitas Boulevard Encinitas, California Prepared by Southern California Soil and Testing Dated: June 9, 1989 Gentlemen, This letter has been prepared at your request and presents the results of our updated geotechnical evaluation for the proposed parking area adjacent to and east of the Dealership office, 1302 Encinitas Boulevard, Encinitas, California. This study is based on a site inspection, review of the above referenced report, and review of the grading plan prepared by Morton S. O'Grady. SITE CONDITIONS The site inspection made on September 30, 1996 revealed that the site is basically the same as shown on the referenced report. We also observed that no new construction or grading operations from adjacent properties has taken place which would impact the construction of the proposed parking lot. October 3, 1996 W.O. P -1459 page 2 PROPOSED CONSTRUCTION See referenced Report Of Soil Investigation. GEOTECHNICAL CONDITIONS See referenced Report Of Soil Investigation. PAVEMENT SECTION R -value tests will be performed on subgrade soil samples at the time of grading. Recommended pavement sections presented below are based on an assumed conservative R value of 40, and a traffic index of 6 for the entry way and that area used by heavy truck traffic as indicated on the grading plan. The remaining pavement section will utilize a traffic index of 4.5 1. (Traffic Index of 7.0, R -value of 40 (Terrace Deposit) 3 inches of asphaltic paving on 9 inches of select base (Class II) on 12 inches minimum of recompacted terrace deposit 2. (Traffic Index of 5, R -value of 40, terrace deposit) 2 inches of asphaltic paving on 6 inches of select base (Class II) on 12 inches of recompacted terrace deposit Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base October 3, 1996 W.O. P -1459 page 3 materials. Class II base material should have a minimum R -value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density. INSPECTIONS Grading must be certified by a licensed civil engineer and a soil compaction report filled with the city of Encinitas. If you have any questions, please do not hesitate to contact our office at 753 -9940. The opportunity to be of service is greatly appreciated. Respectfully submitted, QRgFESSlpN A.R. BARRY AND ASSOCIATES R. GE 119 * EXP. 3131158 A.R. Barry, RCE 2 683, GE 119 \ Principal Engine i 1 REPORT OF 1 some PROPOSED PARFUM Ir 1 II�IIUTAS BOLKEVARD ENCMMS, CMZFaU A I ' PREPARED FOR: 1 Harloff BMW - Chevro 1302 Encinitas Boulevard Encinitas, California 92024 PREPARED BY: 1 Southern California Soil & Tes " tang , Inc. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 1 1 I S O U T H E R N 4S. -r.. C A L I F O R N I A S O I L AND T E S T I N G , I N C. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 TELE 280 -4321 P.O. BOX 20627 SAN DIEGO, CALIF. 92120 6 7 B E N T E R P R I S E S T. E S C 0 11 D I D 0, C A L 1 F. 9 2 0 2 5 I T E L E 7 4 6 - 4 5 4 4 June 8, - 1989 Harloff BMW Chevrolet SCS &T 8921075 1302 Encinitas Boulevard Report No. 1 Encinitas, California 92024 SUBJECT: Report of Soil Investigation, Proposed Parking Lot, Encinitas Boulevard, Encinitas, California. Gentlemen: I In accordance with your request, we have perfonTed a soil investigation for the proposed project. we are presenting herewith our findings and recommmendations. In general, we found the site suitable for the proposed development provided the recommendations presented in the attached report are followed. Portions of the site were found to be underlain by up to 8.5 feet of fill deposits. This condition will require special grading consideration as described herein. An additional consideration is an existing utility line easement located along the northern property line where a cribwall is proposed. This condition will require special consideration as described herein. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, ESSI IFO SO & ING, INC. 4 B A p��Fyc oQ F� Daniel B. 'Adler, .C.E. 3 037 N0. 36031 ♦c EXP. 6-30-92 I DEA:JRH: nr CIVIIL Submitted OF CA�� (5) Biggs Engineering Corporation 1 1 ' S O U T H E R N C A L I F O R N I A S O I L A N D T E S T I N G, I N C. ! TAEffZOF CONTENTS PAGE Introduction and Project Description ......... ..............................1 ProjectScope ................................ ..............................1 ! Find Description ......................... ..............................2 SoilDescriptions ........................ ..............................3 Conclusions andRecom- en, dations .3 .......................... General.. • .............. ... .3 Grading.................................. ..............................4 SitePreparation .................... ..............................4 ! Surface Drainage .................... ..............................4 Earthwork. . . .4 SlopeStability ..................... ..............................4 Foundations............................................................ .......................... ............................... 5 General. .5 Cribwalls........................... ..............................5 ExpansiveCharacteristics ........... ..............................5 Settlement Characteristics .......... ..............................5 GradingPlan Review.. ...... ..............................5 EarthRetaining Walls .................... ..............................6 PassivePressure .................... .........6 ActivePressure .. ..................... , 6 Backfill............................ ..............................6 ! Safety Limitationsns . .. ...•... .. ..............................7 .................. ,7 Review, Observation and Testing .......... ..............................7 Uniformity of Conditions ................. ..............................7 1 Change in Scope .......................... .......7 Time Limitations.. ....................... ,g ProfessionalStandard .................... ..............................8 Client's Responsibility .................. ..............................8 ' Field Explorations ........................... ..............................9 LaboratoryTesting ........................... ..............................9 ATTACHMENTS FIGS Figure 1 Site Vicinity Map, Follows Page 1 PI,ARES Plate 1 Plot Plan Plate 2 Subsurface Exploration Legend Plates 3 -8 Trench Logs Plate 9 Grain Size Distribuition Plate 10 Maxi nm+ Dry Density and Optint3m Moisture Content Plate 11 Direct Shear Swmary Plate 12 Slope Stability Calculations Plate 13 Re tainin g Wall Subdrain ! APPENDIX Recoamended Grading Specification and Special Provisions ! 1 4S� -Cl� 1. S O U T H E R N C A L I F O R N I A SOIL A N D T E S T I N G , I N C. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 TELE 2BO -4321 P.O. BOX 20627 SAN DIEGO, CALIF. 92120 6 7 8 E N T E R P R I S E S T. E S C N D I D O, C CA Amm L II FF.* 9 2 0 2 5 T E L E 7 4 6 - 4 5 4 4 SO IL 1.,6\ PROIPOSED PA WJNG IAT E IN= Ro MINIMS, CALIFORNIA IlTICN AND PROJECT GF,sc� This report presents the results of our soil investigation for the proposed parking lot to be located adjacent and north of Encinitas Boulevard, west of its intersection with El Camino Real in the City of Encinitas, California. The site location is illustrated on the following Figure 1. It is our understanding that the site will be developed to receive a parking lot. A cribwall up to 20 feet high and masonry retaining walls are proposed. Grading will consist of cuts and fills up to seven feet and 10 feet deep, respectively. To assist in the preparation of this report, we have been provided with a grading plan prepared by Biggs Engineering Corporation. A site plan depicting the site configuration, topography and approximate location of our subsurface explorations is provided on the attached Plate Number 1. PIC= SCOPE This investigation consisted of: surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, S U T H E R N C A L I F O R N I A S O I L A N D T E S T I N G, I N C. -- t _ •�'" vt GaWRTA • ❑ -- 111 ler„ 9 !•..tea —�— \ m{n • J S I 44 u RW{ Ir cu •. 1 Tt•R+11 f 4T1 I I w 7r• T� gyp./ I i7 gi EL 'Damn AV u TROY cT • t1 I li > IV NMA Ia.NRD sit — ♦ L I I ( � ^I D 1 Y 1 1 '�ai� t ♦0 �� ` a ® I �� lolr. vl. { T i f,`E�•"•o+ d C 1� J � /' ItD d♦r M 4 a • / I�ou�uw 1�I�TsO rr�•a 3 ra•n•�•uu •�— Alt ro w E iN z S � "� J. • O b � y am— J/ \ %1 z � I I $ I100 ENCINtTAS L at 1 `7V /\ • y �nTJn ,M � °•�s � ILB � { 1 � ��tw''� �- �� a' ' M �' I ♦ �i �t� � (! t,�� !C a r o.�+l{ i '� / ►AStn opal o r oo so 8 FL f TORRET OR 11 uwr•J, •fir. w 1 1 � -- I (O♦ �Jt� rt w 2411 S j 3'i pow vtw► SOUTHERN CALIFORNIA H ARLOFF BMW — CHEVROL SOIL S TESTING, I NCr. By: DBA DATE: 6 -08 -89 ion NUMSER: 8921075 Figure N 1 SCS &T 8921075 June 8, 1989 page 2 laboratory testing, analysis of the field and laboratory data, and preparation of this report. More specifically, the intent of this analysis was to: i a) Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive characteristics, and settlement potential characteristics. 1 c) Develop soil engineering criteria for site grading and provide design information regarding the stability of cut and fill slopes. d) Address potential construction difficulties and provide recommendations concerning these problems. e) Reccnrw d an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. 1 FINDINGS ' SIZE 2UIMON The project site consists of a vacant lot located east of and adjacent to the existing Harloff Chevrolet /BW dealership in the Encinitas area of the County of San Diego. The lot is nearly rectangular in shape, and is located on the north side of Encinitas Boulevard approximately 375 feet west of E1 Camino Real. Existing comnercial development is located to the north and east of the site. Topographically the site consists of several small level pads. 1 SCS &T 8921075 June 8, 1989 Page 3 SOIL D FRTPTI ON The subject site was found to be underlain by fill deposits, topsoils and Torrey Sandstone deposits. The existing fills exist at random areas throughout the site, primarily along the north and northeastern portion. Fill deposits attain a maximum depth of 8.5 feet and, consist of brown, gray brown and tan, moist, loose to medium dense, slightly silty sand. Topsoils were encountered underlying fill deposits in Trench Number 3. The topsoils have a thickness of two feet and consist of dark brawn, moist, loose, silty sand. Formational deposits consisting of Torrey Sandstones underlie the aforementioned surficial deposits. This material consists of green- brawn, tan and rust, moist,_dense to very dense slightly silty sand. CCNCLUSICNS AMID RF OOMME ,nAmr I MERAL In general, no geotechnical conditions were encountered which would preclude the development of the site as presently proposed provided the recommendations presented herein are followed. I The main considerations for site development are the presence of existing fill deposits at the site and an existing utility easement located along the northern property line. Minor loose topsoils were also encountered in Trench Number 3. Existing fill and topsoil deposits are considered unsuitable, in their present condition, for the support of settlement sensitive improvements and will require removal and replacement of compacted fill. The existing utility line easement will limit this operation along the northern property line. Furthermore, a cribwall up to 20 feet in height is proposed adjacent or near the easement. It is recommended that grading operations only extend to the edge of the utility easement. In addition, the cribwall should be founded at a nunimaun depth of six inches below a 1:1 plane extending upward to the bottom interior edge of the existing utility line trench. SCS &T 8921075 June 8, 1989 Page 4 GRADING SITE Site preparation should begin with the removal from the areas of the site to be developed of all existing vegetation and deleterious matter detrimental to the proposed development. Existing fill and topsoil deposits underlying the proposed settlement- sensitive improvements should be ranoved to firm natural ground. Based on our findings, maximum, removal depth will 8.5 feet. Mi_niman horizontal removal limits should be five feet beyond the perimeter of the improvement or property line, which ever is less. The bottom of the excavation should be scarified to a depth of 12 ! inches, moisture conditioned and recompacted to at least 90 percent as determined in accordance with ASZM D1557 -78, Method A or C. ! SURFACE DRATNAGE: It is reccnmended that all surface drainage be directed ! away from earth retaining structures and the top of slopes. Ponding of water should not be allowed adjacent to the foundations. EAR: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Reccnrended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All embankments, structural ! fill and fill should be compacted to at least 90% relative compaction at or slightly over optinamn moisture content. Utility trench backfill within five ' feet of the proposed structures and beneath asphalt pavements should be compacted to minim:, of 90% of its maximum. dry density. The upper twelve inches of subgrade beneath paved areas should be compacted to 95% of its maximum dry density. This compaction should be obtained by the paving ! contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method D- 1557 -78, Method A or C. SLOPE STABILITY: Cut and fill slopes will be constructed at a 2:1 (horizontal to vertical) will possess an adequate factor -of- safety to a height of at least 30 feet (see Plate Nummber 12). 1 SCS &T 8921075 June 8, 1989 Page 5 FOUNDA,TIMS GENERAL: Shallow foundations may be utilized for the support of the proposed 1 retaining wall. The footings should have a mininu depth of 12 inches below lowest adjacent finish grade. A mininnun width of 12 inches and 24 I inches is reccnmended for continuous and isolated footings, respectively. Pmt � Y• A bearing capacity of 2500 psf may be assumed for said footings. This bearing capacity may be increased by one -third %hen considering wind and/or seismic t forces. A min num horizontal setback of ten feet should exist between the face of slopes and the portion of the footing developing passive pressure. catrRWa S : A bearing capacity of 4000 psf may be used for the design of proposed cribwalls. This value may be increased by one -third when considering wind and /or seismic forces. EXPANSIVE CS: The prevailing foundation soils were found to be nondetrimentally expansive. The recommendations contained in this report ' are applicable to this condition. 0 6 = CS: The anticipated total and/or differential settlements for the proposed structure may be considered to be within 1 tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor hairline cracks on concrete due to shrinkage of construction materials or redistribution of stresses are i normal and may be anticipated. GRADING PLAN REVIEW ' The grading plans should be submitted to this office for review to ascertain that the recommendations of this report have been implemented and the assumptions utilized for their preparation are still appropriate. 1 SCS &T 8921075 June 8, 1989 Page 6 i EMM RETAINIM NUIS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 400 pounds per square foot per foot of depth. This pressure may be increased one -third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.62 for the resistance to lateral movement. When combining frictional and passive resistance, the latter should be reduced by one - third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressures i calculations. ' ACTIVE PRESSURE: The active soil pressure for the design of earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 32 pounds per cubic foot. An additional foot of wall height should be assumed to account for loads resulting from light vehicle parking adjacent to this wall. This pressure does not consider any other surcharge. If any are anticipated this office should be contacted for the necessary increase in soil pressure. This value assumes a drained backfill condition. Waterproofing details should be provided by the project architect. A wall drainage detail is provided on the attached Plate Number 13. i FILL All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. FALL CF SAFETY: The above values, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to ' prevent the walls from overt and sliding. SCS &T 8921075 June 8, 1989 Page 7 I IITATICNS REVIEW, FJMCN AM TESi'IIG The recommendations presented in this rt are contingent upon our review repo ge po of final plans and specifications. Such plans and specifications should be made available to the soil engineer and engineering geologist so that they may review and verify their compliance with this report and with Chapter 70 of the Uniform Building Code. It is recommended that Southern California Soil & Testing, Inc. be retained to provide continuous soil engineering services during the earthwork ' operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFUM= OF C CINDMCNS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an- evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the ' performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intenrediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifications if necessary. ' MOM IN Sa1PE This office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recomedndations contained herein are appropriate. This should be verified in writing or modified by a written addendum. SCS &T 8921075 June 8, 1989 Page 8 T= r.rnrr= The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State -of- the - Practice and /or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. ' PROFESSICEML S In the perfo of our professional service, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client ' recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. I CUOT' S RESPCN SIB It is the responsibility of Harloff Sin- Omvrolet, or their representatives to ensure that the information and recommendations contained herein are i brought to the attention of the engineer and architect for the project and SCS &T 8921075 June 8, 1989 page 9 incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during ' construction. FIEED EXP AILI OI CNS Nine subsurface explorations were made at the locations indicated on the attached Plate Number 1 on May 10, 1989. These explorations consisted of trenches dug by means of a backhoe. The field work was conducted under the observation of our engineering geology personnel. ' The explorations were carefully logged when made. These logs are presented on the following Plates Number 3 through 8. The soils are described in ' accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or I consistency are provided. The density of granular soils is given as either very loose, loose, medium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hand. 1 Disturbed and undisturbed samples of typical and representative soils were obtained and returned to the laboratory for testing. LABOP -XTM TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. A brief description of the tests performed is 1 presented below: a) CLASSIFICATICN: Field classifications were verified in the i laboratory by a visual e The final soil classifica- tions are in accordance with the Unified Soil Classification ' System. SCS &T 8921075 June 8, 1989 Page 10 b) NDISTUBE- DENSITY: Field moisture content and dry density were ' determined for representative samples obtained. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry uni weight is determined in pounds per cubic foot, and the field ' moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the trench logs. ' c) GRAM SIZE Up T The grain size distribution was deternni.ned for representative samples of the native soils in accordance with A.S.T.M. Standard Test D-422. The results of these tests are presented on Plate Number 9. d) CCIPAMCN TES.P: The maximum dry density and optimm moisture ' content of typical soils were determined in the laboratory in accordance with A.S.T.M. Standard Test D- 1557 -78, Method A. The results of these tests are presented on Plate Number 10. e) DOS= SW-PR 7ES15: Direct shear tests were performed to ' determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having diameters of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inch per minute. The results of these tests are presented on attached Plate Number 11. J SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES ' I. COARSE GRAINED, more than half of material is lar er than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel - re than half of sand mixtures, little or no coarse fraction is fines. larger than No. 4 GP Poorly graded gravels, gravel sieve size but sand mixtures, little or no smaller than 3 ". fines. GRAVELS WITH FINES GM Silty gravels, poorly graded (Appreciable amount gravel- sand -silt mixtures. of fines) GC Clayey gravels, poorly graded gravel -sand, clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly More than half of sands, little or no fines. coarse fraction is SP Poorly graded sands, gravelly smaller than No. 4 sands, little or no fines. sieve size. SANDS WITH FINES SM Silty sands, poorly graded (Appreciable amount sand and silty mixtures. of fines) SC Clayey sands, poorly graded sand and clay mixtures. II. FINE GRAINED, more than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey- silt -sand 1 mixtures with slight plas- ticity. Liquid Limit CL Inorganic clays of low to less than 50 medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous ' or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high greater than 50 plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly I organic soils. -i — Water level at time of excavation CK — Undisturbed chunk sample or as indicated BG — Bulk sample US — Undisturbed, driven ring sample SP — Standard penetration sample or tube sample 1 SOUTHERN CALIFORNIA HARLOFF CHEVROLET /BMW SOIL A TESTING er: DBA DATE: 6 -01 -89 JOB NUMBER: 8921075 Plate No. 2 z _ a ° TRENCH NUMBER 1 �- W v � �' z > Q z CC z z N — W O ►" U W W W fn = J O LL ELEVATION a N y W Uj a a y N a CL 0 a y a c 1 N W a J a W 2 Q Q Q z z W 2 O < J O 0 0 O N v ° DESCRIPTION v V v l SM/ FILL, Tan and Brown, SLIGHTL Moist Loose to SP SILTY SAND Medium 1 Dense 2 3 K 4 AG 5 K SM/ TORREY SANDSTONE, Tan, SLIGH- Humid to Dense 109.7 6.4 AG SP TLY SILTY SAND Moist 6 7 Trench Ended at 7' 1 TRENCH NUMBER 2 i SM/ TORREY SANDSTONE, Tan, SLIGH- Humid Dense K SP TLY SILTY SAND 114.9 3.2 1 i 2 Very 3 Dense Trench Ended at 3' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY JBR DATE LOGGED: 5 JOB NUMBER: 8921073 Plate No. 3 z ae TRENCH NUMBER 3 Z z Z W W o a - 0 ` ~ J V W W W Z Z _ H = J U- ELEVATION Q y y Z W U) Z 4 U OC a W O v N W 4 ~a a N N a O a Z } a O ~ W d p a a a a 0 0 O O O N v DESCRIPTION U V v FILL, Brown and Grey Brown, Moist Loose to SILTY SAND Medium 1 Dense K 2 AG 3 ' 4 5 6 SM TOPSOIL, Dark Brown, SILTY Moist Loose AG SAND With Roots 7 8 K SM TORREY SANDSTONE, Rust and Moist Dense 99.0 14.8 AG Green Brown, SILTY SAND 9 Trench Ended at 9' i 1 1 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR GATE LOGGED: 5_10_89 JOB NUMBER: 8921075 Plate No. 4 z _ a °- TRENCH NUMBER 4 ►- W v } - z _ > ~ Z OC z z I- W W O Q W W W N N J U F- = W O ELEVATION Q y v ~ j z W 1 Z 1- U h" a (n a a u' o c a y~ J a CL G a a Q a 0 0 ac O W O N U DESCRIPTION v U U O SP/ TORREY SANDSTONE, Tan, SLIGH- Humid to Dense SM TLY SILTY SAND Moist 1 K Very 107.7 8.4 2 Dense Trench Ended at 2' TRENCH NUMBER 5 I 0 SP/ FILL, Brown to Light Brown, Moist Loose to SM SLIGHTLY SILTY SAND Medium 1 Dense 2 3 1 4 5 6 SM TORREY SANDSTONE, Tan and Moist Dense 7 Rust, SILTY SAND 8 Very Dense Trench Ended SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG < > SOIL & TESTINC,INC. LOGGED BY: JBR DATE LOGGED: 5 -10 -89 JOB NUMBER: 8921075 Plate No. 5 z aQ Uj TRENCH NUMBERS Z Z Z �_ W �? W o - J V W W W N = W - ELEVATION ~ ~ Z Z Z _ < (n N W F- Z H U 0 LL a a N N a 0 a y c o L y W a Q 0. W. N Q 2 Q Z � Y Z W 2 G Q J O Cr. O cc O N v DESCRIPTION U v v 0 SP/ FILL, Brown to Light Brown, g Moist Loose to SM SLIGHTLY SILTY SAND Medium 1 Dense 2 3 ■ 4 5 6 8 9 SM I TORREY SANDSTONE, Rust, SILTY Very Dense SAND Moist Trench Ended at 9.5' i i I SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY JBR DATE LOGGED: 5 -10 -89 ' JOB NUMBER: 8921075 Plate No . 6 y ° Z _ ae W w TRENCH NUMBER 7 � �- v > Q Z Z Z w— w 0 _ Ul Uj _ J < fA Z W Z = J 0 LL ELEVATICN q _ w a W N a a y a c a y w a a N a O a W Q _ Cr Z r W C Q Q Q O � O cc � 0 O N U DESCRIPTION U U v SP/ FILL, Brown, SLIGHTLY SILTY Humid to Loose SM SAND Moist 1 2 3 4 5 SM/ TORREY SANDSTONE, Tan, SLIGH- Humid to Dense SP TLY SILTY SAND Moist Very 6 Dense Trench Ended at 6' TRENCH NUMBER 8 O - SM/ TORREY SANDSTONE, Tan, SLIGH Humid Dense SP TLY SILTY SAND to Very 1 Dense BAG 2 CK 112.6 3.6 3 T rench Ended at 3' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC. LOGGED BY dBR DATE LOGGED: 5 -10 -89 JOB NUMBER: 921075 Plate No. 7 z ;i _ W o TRENCH NUMBER 9 w — _ > ~ Z Z Z ~ w w O_ Q (n cc = J O U- ELEVATION a w U 2 t` V - a a w c C N w a s a a N a 0 a Z¢ s a O Z W 2 D a < a a 0 0 Cr O Cr O U DESCRIPTION U U U D SM/ FILL, Dark Brown, SLIGHTLY Humid Medium SP SILTY SAND Dense 1 2 CK BAG 3 4 Trench Ended at 4' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: 5 -10 -89 ' JOB NUMBER: 8921075 Fl ate No. 8 F h 4 0 0 0 o 0 0 0 0 y0 m ao n a....•.. ' Lo v M a O O_ a — O N — H7 ...... n ro O i .... N J i 1 .. /.. N r o W ac m_ J Z N e i ° .... ...... ....,.. W W Ln ° W Ln cq o m O_ 2 V1 * n ` E cn — i Cry �/ � ....:.... .... .... ........ .... .... .... .... p � o O v i J a 0 _� .... .... .... .... .... .... .... .... m .... .... .... .... .... .... .... .... .... --� J U. ci ....I.... N Q a � N N O = ct .... .... .... a a I .... .... .... .... .... .... b a n C m m cz M .... .... .... .... .... .... .... .... 30 M ° N �--4 M 00 F— m I iu y V N I n ( I ip mOp m O 0 0 Or tp n cu O O O uau1-d luaouad SOUTHERN CALIFORNIA SOIL & TESTING a INC. HARLOFF CHEVROLET /BMW BY JBR DATE 5 -10 -89 GRAIN SIZE DISTRIBUTION JOB NO 8921075 Plate No. 9 MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT A S T M:..R 57- 78M¢thod:.....A........_ Maximum Optimum SAMPLE DESCRIPTION Density Moistyre ( c f) Cont.(•l. ) T1 @ 3' -4' Tan Brown Slightly Silty Sand 11600 11.5 T8 @ l' -2' Tan Slightly Silty Sand 111,0 12.3 j 1 SOUTHERN CALIFORNIA HARLOFF CHEVROLET /BMW T SOIL & TESTING,INC. Br: JBR DATE: 5 -10 -89 J08 NUMBER - 8 921 0 7 5 D late No. 10 i ■■■■■ II■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■■■■ I imams ■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■ 1 1■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■■■■ II■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■/ ■■■■■ II■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■�■ ■■■■■ II■■■■■■■■■■■■■ ■■■■■■ ■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■■■■.■■ ■■■■■ II■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■ ■■ ■■��■■■■ ■■■■■ II■■■■■■■■■■■■■ ■■■ ■ ■ ■ ■ ■■■■■■■■ ■■ ■■ ■■��■ ■ ■■■��■ ■■■■■ ll■■■■■■■■■■■■■ ■■■■■■■■■ ■■■■■■ ■ ■ ■■ ■�� ■■■■ ■�� ■■ emsommusom mammal B■■■■■■■■■■■■■ ■■■■■■■rw■■■nd■/w■■■■■■■ ■■ ■■ ■■■ ■■■■■ IN■■■■■■■■■■■■ ■■■■■NRa■■ /9■ri■■■■■■■ ■■ ■ ■ ■ ■ ■ ■■ Osumi 1■■■■■■■■■■■■■ ■�� ■�� ■i / ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■■■■ 11■■■■■■■■■■■■■ i / ■/. %�� ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ Mammal Bosom ■■■■■■■ II ■ /�■VAG■■■■■ /■■■■■■■■■■■■■■■■■■■ ■■■■■ Ie■■■■■■■■■■/.%■ cscii■■■■■■■■■■■■■■■■■ moons ■ ■MEN gonna[ ■■■■■■■■■■ t/% / %■■■■■■■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ 0010011011■■■■011 ■■ ■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■ ■ ■ ■■ ■1■■ ■ ■PA I%i■■■■■■ ■■■■ ■ ■ ■ ■■■■■■■■■■■■■■■ ■■ ■ ■ ■■■ ■■ Os umi ■ /I' /.%■■■ ■■■N■■ ■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■ r// 1 Imam ■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■■■■■■■■ ■■ ■/ i■■ 1 ■■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ PrA dommIN0011011011 • • CALIFORNIA " 1 CHEVROLET/B • • :DATE: 5-10-89 NUMBER: 8921075 Plate No. SLOPE STABILITY CALCULATIONS Janbu's Simplified Slope Stability Method j \,,C,p = WH C an FS = Ncf ( WH ) Assume Homogeneous Strength Parameters throughout the slope . � ( C(psf) W * (pcf) Incl H (ft) FS 32 100 112 2:1 30 1.7 Where: 0. - Angle f g e o Internal Fa ction C - Cohesion (psf) W = Unit weight of Soil (pcf) H = Height of Slope (ft) FS = Factor of Safety SOUT149MM CALIFORN HARLOFF BMW - CHEVROLET SOIL A TSSTING sr DBA DATE 6 -08 -89 JO• NUMBER: 89 21075 Plate No. — WATERPROOF BACK OF WALL PER ARCHITECT'$ SPECIFICATIONS S/4 INCH CRUSHED ROCK ON 0 = . MIRADRAIN 6000 OR EQUIVALENT 0 o- -� OEOFABRIC BETWEEN ROCK AND $OIL . , ice .:• 1 _,� , t- 4 •• DIAMETER PERFORATED PIPE •' - - SLAS- ON -ORAOE i RETAINING WALL SUBDRAIN DETAIL NO SCALE <* S OUTHERN CALIFORNIA HARLOFF BMW - CHEVROLET > SOIL A T INC. Br: DBA DATt: 6 -08 -89 JOB mumilm: 8921075 Plate No. 13 PROPOSED PARKING LOT, ENCIN BOULEVARD, ENCINITAS RDC7CMMENIDID GRADING SPECIFICATIMS - ORAL PROVISICN;S CAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the prel iminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recd Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical soil report or in other written communication signed by the Soil Engineer. j IMEMPATION AM Southern California Soil and Testing, Inc., shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Soil Engineer or his representative provide adequate observation so that he may provide an opinion that the work was or was not accomplished as specified. It shall be the responsibility of the contractor to assist the soil engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary soil report are encountered during the grading operations, the Soil Engineer shall be contacted for further recommendations. If, in the opinion of the Soil Engineer, substandard conditions are encountered, such as; questionable or unsuitable soil, unacceptable moisture (R -8/87) SCS &T 8921075 June 8, 1989 Appendix, Page 2 content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. Test methods used to determine the d of compaction should be formed agree oa�a Per in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - A.S.T.M D - 1557 - 78. Density of Soil In -Place - A.S.T.M. D- 1556 -64 or A.S.T.M D - 2922. All densities shall be expressed in terms of Relative Compaction as ' determined by the foregoing A.S.T.M. testing procedures. PREPARATICK OF AREAS TO RECEIVE F 11L All vegetation, brush and debris derived from clearing operations shall be ren►7ved, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the minimum degree of compaction in the Special Provisions or the recomnendation contained in the preliminary geotechnical investigation report. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in -situ density of at least 90% of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped (R -8/87) SCS &T 8921075 June 8, 1989 Appendix, Page 3 or benched. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide or 1 1/2 times the the equipment width which ever is greater and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Soil Engineer. Any abandoned buried structures encountered during grading operations mist be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure ' and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the Soil Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Soil Engineer so that he may determine if any special recam endation will be necessary. All water wells which will be abandoned should, be backf illed and capped in accordance to the requirements set forth by the Soil Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Soil Engineer and/or a qualified Structural Engineer. F I T. MA7ERTAL Materials to be placed in the fill shall be approved by the Soil Engineer and shall be free of vegetable matter and other deleterious substances. (R -8/87) SCS &T 8921075 June 8, 1989 Appendix, Page 4 Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. Any import material shall be approved by the Soil Engineer before being brought to the site. PLACING AMID COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to a minimum specified degree of compaction with equipment of adequate size to economically ccmpact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recomirendations contained in the prel iminary geotechnical investigation report- When the structural fill material includes rocks no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non - structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Soil Engineer or his representative. The (R -8/87) SCS &T 8921075 June 8, 1989 Appendix, Page 5 location and frequency of the tests shall be at the Soil Engineer's discretion. When the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Soil Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipu ent. Compaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at ratios of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be overbuilt and cut -back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90% of maximum dry density or that specified in the Special Provisions section of this s p ec ification. The compaction operation on the slopes shall be continued P� . until the Soil Engineer is of the opinion that the slope s will be stable in regards to surficial stability. Engineer during construction of the the Soils En Slope tests will be made by g slopes to determine if the required compaction is - being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written comrauLication from the Soil Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shal rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Soils Engineer. (R -8/87) SCS &T 8921075 June 8, 1989 Appendix, Page 7 s rd GRADING SPBCIFICATICNS - SPBCIAL PROVISIMS R1ff.A CCIMPACTICN: The minimum degree of compaction to be obtained in compacting natural ground, in the compacted fill, and in the compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95% relative compaction. FXPANSM SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. CAnMSI MMMIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversize materials should not be placed in fill unless recomrendations of placement of such material is provided by the soils engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRADSITICN LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minim= of one foot below the base of the proposed footings and reconpacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. (R -8/87) NoText NoText