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749, SPR detached garage / Convert , Studies & Reports COASTLINE GEOTECHNICAL CONSULTANTS, INC. _-=' _ - - = CONSULTING GEOTECHNICAL ENGINEERS 1 1 1 i 1 i 1 PD 10 (0,11 /0 s 1 1 1 1 1 1 I1446 W. 178TH ST. (310)217-1504 GARDENA, CA 90248 FAX(310)217-1909 U UPDATED GEOTECHNICAL ENGINEERING REPORT PROPOSED NEW BARN AND REMODEL OF I EXISTING BARN AND RETAINING WALLS NO. 1 ACACIA LANE ROLLING HILLS, CALIFORNIA 1 PREPARED FOR I PHILIP T,LIMB 1 OCTOBER 27, 2008 ' PROJECT NO. 2120C-108 ' COASTLINE GEOTECHNICAL CONSULTANTS, INC. 1 1 1 COASTLINE GEOTECHNICAL CONSULTANTS, INC. --- -----=---- CONSULTING GEOTECHNICAL ENGINEERS 1.446 W. 178TH STREET Tel.(310)217-1504 IGARDENA,CALIFORNIA 90248-3202 E-mail: coastlinegeo@sbcglobal.net Fax(310)217-1909 IOctober 27, 2008 Project No. 2120C-108 Mr. Phillip T. Lieb I No. 1 Acacia Lane Rolling Hills, CA 90274 I Subject: Updated Geotechnical Engineering Report Proposed New Barn and Remodel of Existing Barn and Retaining Walls ' No. 1 Acacia Lane Rolling Hills, California • X Reference: Geotechnical Engineering Investigation IProsedJ\1ew Barn and Remodel of Existing Barn I�o.i�Acacia Lane Rolling Hills, California ' prepared by Coastline Geotechnical Consultants, Inc. dated July 19, 2004 IDear Mr. Lieb: ' At your request, and the request of Bolton Engineering, presented herewith is an update to a report previously prepared for the subject property, referenced `above, with specific recommendations for the new barn location and the ' proposed retaining wgljs. The location of the property, relative to streets, landmarks, and general topography, is shown on Plate 1, Site Plan. 1 Project No. 2120C-108 2 Lieb/Rolling Hills SITE CONDITIONS The lot is essentially unchanged since our investigation. in 2004. Therefore, it ' is concluded that the recommendations provided in our geotechnical engineering report of July 19, 2004 still apply. ra----v,11 ' ADDITIONAL FIELD INVESTIGATION As the barn was moved south and west, into existing slopes, additional subsurface exploration was deemed necessary. Two test pits were excavated by means of hand toots afthe locations shown on Plate 1. A continuous record of the soils and bedrock encountered-during the excavating was made by our field representative, and is presented on Plates 2 and 3, Summary of Test Pits. LABORATORY TESTS IA representative sample of the near surface soil was sent to Anaheim Test Laboratory for testing of chemical substances in the on-site soil. The results are presented on Plate 4. Although tests indicate low sulfates, it is recommended that Type.V cement be I used in the concrete for constructing the new barn. High sulfates, derived from cattle urine, have been reported in dairy f farms in Orange oC unty. Per Code, Table 19-A-4, the concrete should have a 4500 psi compressive strength, With Ia water-cementitious material ratio of 0.45. I The soil was found to be corrosive. Galvanized coating, asphalt coating, paints, or wrapping may berequired. , Please check with the supplier or structural engineer for corrosion protection of the metallic materials in these soils. RECOMMENDATIONS IThe foundation_s slope setback required by the County of Los Angeles is for the placement of buildings and structures adjacent to, slopes steeper than 3:1 I (horizontaI_to verticalj__to provide protection_fro Fri vater,�muaflow, foose'sPop debris and shallow slope failures. This setback, shown on Plate A, is the horizontal clearance from the face of the foundations to the slope face. I SLOPE SETBACK - Sec. 1805.3 I .1805.3 Footings on or adjacent to slopes. The 1805.3.3 Pools. The setback between pools placement of buildings and structures on or regulated by this code and slopes shall be equal I adjacent to slopes steeper than one unit vertical in to one-half the building footing setback distance three units.horizontal(33.3 percent slope) shall required by this section. That portion of the pool conform to Sections 105.3 through 1805.3.5. wall within a horizontal distance of 7 feet (2134mm) from the top of the slope shall be I 1805.3.1 Building clearance from ascending capable of supporting the water in the pool slopes. In general, buildings below slopes shall without soil support. be set a sufficient distance from the slope to provide protection from slope drainage, erosion 1805.3.4 Foundation elevation. On graded I and shallow failures. Except as provided for in sites, the top of any exterior foundation shall. Section 1 805.3.5 and Figure 1805.3.1, the extend above the elevation of the street gutter at following criteria will be assumed to provide this point of discharge or the inlet of an approved protection. Where the existing slope is steeper , drainage device a minimum of 12 inches(305mm) than one unit vertical in one unit horizontal (100 plus 2 percent. Alternate elevations are permitted percent slope), the toe of the slope shall be subject to the approval of the building official, l assumed to be at the intersection of a horizontal provided it can be demonstrated that required I ; plane drawn from the top of the foundation and a drainage to the point of discharge and away from plane drawn tangent to the slope at an angle of the structure is provided at all locations on the ' 45 degrees (0.79 rad)to the horizontal. Where a ' site. retaining wall is constructed at the toe of the slope, the height of the slope shall be measured 1805.3.5 Alternate setback and clearance. from the top of the wall to the top of the slope. Alternate setbacks and clearances are permitted, subject to the approval of the building official. 1805.3.2 Footing setback from the descending The building official is permitted to require an slope surface. Footings on or adjacent to slope investigation and recommendation of a registered surfaces shall be founded in firm material with an design professional to demonstrate that the intent; embedment and set back from the slope surface of this section has been satisfied. Such an ' sufficient to provide vertical and lateral support investigation shall include consideration of: for the footing without detrimental settlement. . material, height of slope, slope gradient, load Except as provided for in Section 18905.3.5 and intensity and erosion characteristics of slope .Figure 1805.3.1, the following setback is deemed material. I adequate to meet the criteria. Where the slope is steeper than 1 unit vertical in 1 unit horizontal FACE OF (100 percent slope),the required setback shall be 4/FOOTING measured from an imaginary plane 45 degrees I (0.79 rad) •to the horizontal, projected upward TOP OF from the toe of the slope. SLOPE FACE OF STRUCTURE TOE OF ' H/3 BUT NEED NOT H SLOPE . EXCEED 40 FT MAX. I ,i,.nw,,, P. N H/2 BUT NEED NOT EXCEED 15 FT MAX. I FIGURE 1805.3.1 FOUNDATION CLEARANCES FROM SLOPES Updated Geotechnical Engineering Report _ p 9 g P Project No.2120C 108 #1 Acacia Lane IRolling Hills, California Plate A Coastline Geotechnical Consultants, Inc. 111 Project No. 2120C-108 3 Lieb/Rolling Hills ISeismicity The site is located within the Palos Verdes Fault Zone, per Sheet M-33, Maps of Known Active Fault Near-Source Zones, California Division of Mines and Geology, February 1998. In accordance with the implementation of the 2007 yregulatory CBC b most- ulato re agencies, attached on Plate Z are the Seismic Design II Parameters. Retaining Walls ski Walls retaining drained earth may be designed for the following: Surface Slope of Static Equivalent Seismic Loading Retained material Fluid Pressure Pounds per Foot ' Horizontal to Vertical Pounds per Cubic Foot Of Wall Width* Clay Granular Clay Granular ' Level 60 30 16H2 10H2 5 to 1 64 32 17H2 11H2 4 to 1 70 35 19H2 12H2 ' 3 to 1 76 38 21H2 13H2 2 to 1 • 86 43 23H2 14H2 ' * = California En ineer's (H Wall Height) Per. the Southern California g Association, an inverted triangle loading is recommended, with the point of load application 2/3H above the base of the wall. I The granular backfill shall extend a minimum distance behind the retaining wall a horizontal distance of 0.6H. This update was made in accordance with generally accepted engineering `procedures, and included such observations and document review considered necessary in the circumstances. 1 1 SEISMIC DESIGN PARAMETERS ' (Reference: 2007 California Building Code, Section 1613, EARTHQUAKE LOADS) ISITE LOCATION: Latitude: 33.776 Longitude: -118.345 Site Class C Very Dense Soil and Soft Rock 0.2 Second Spectral Response - Ss = 1.972 U S Geological Survey & ' JAVA Ground Motion 1.0 Second Spectral Response - Si = 0.802 Parameter Calculator 1 . Site Coeffiecient - Fa = 1.0 Table 1613.5.3(1) Site Coeffiecient - Fv= 1.3 Table 1613.5.3(2) SITE SPECTRAL RESPONSE ACCEL ERATION - MAXIMUM ISMs= Fa Ss 0.2 Second Spectral Response ' Sms= Fa Ss = 1.972 g ' SM, = Fv Si 1.0 Second Spectral Response SM, = FvS1 = 1.043g SPECTRAL RESPONSE ACCELERATION - DESIGN 1 SDs= 2/3 Sms = 1.315 g Short period design ' So, = 2/3 Sm1 = 0.695 g 1-second period design t Updated Geotechnical Engineering Investigation Project No. 2120C-108 #1 Acacia Lane Rolling Hills, California Plate Z ' COASTLINE GEOTECHNICAL CONSULTANTS 1 a Project No. 2120C-108 4 Lieb/Rolling Hills a In the opinion of the undersigned, the accompanying report has been Isubstantiated by mathematical data:in conformity with generally accepted en neering—prmcip es and presents fairly the information requested. No other I warranty, expressed or implied, is made°as to the professional advice included in this report. II Respectfully submitted, COASTLINE GEOTECHNICAL CONSULTANTS, INC. Curt Martin {ajjv CL,cliAk 7::,PN't,D A.4,4 4e,, Richard A. Martin, RGE 563 w Q No. 563 FA ' tC. Exp:9-30-09 2p RAM/CM/jm T.oT ECNo r'`c", I Distribution: (2) Addressee (4) Bolton Engineering 1 Revisions By PR•JE ROLLING HILLS •CATInN N ESTATES RANCHO PALOS VERDES .%11484:1/4 •• 4 . MI'.•LESTE , .... )20LNG HI LS RANCH V ii is Y VERDE o h \ CD Q o U n .� o w, m COYr D U LL w, � � U VICINITY MAP ,CI 0 a \ / / x / -ill__---_ __�I( ° 6 �� N O ila W z c. W 0\0 asuiC .2_ : c.,--: \ ill cP) / / c / ' N 25°29'S5" E 2 SET �x > c o r x \ ) O X O �- E . 0 t 333,74' IS' if 4 z m 'o r a x Pi' __-____-- ' EM NT • k�\I: q R/ / //// / / / / •• �yr / /g• x O ili�� rEtvr- It s - , 7 x �RYgRO s oo- / / , .... . , 0, . .. x / ,v k / � o' o < 04 1 . I Y- 9________ic 1 _0,/ / // / f// g X 485.0 .W.`t 484.5 INV. -\-J/O 2483.8 .G. 'T l l ©r A- i a. 0482 8 1 V. If.' vn _ I -----V \ CO �C RETAININa WALLS k x �C/ // 1. �\ 1 408 � UNDER SEPERATE PERMIT -- ��Npj :<0:a:")115.j.-blit a ///r----- \\ / ) __ ,\/ // At \ 6 6"SCH.40 or SDR S 1 • LOT 25 I/ / / /- SLOPE AT 2% MIN v t /k! \� x ...1 l ‘z1- / / / , \ R �. . ' ROLLING HILLS TRACT o /'/ ,/t REMOVE EX 490.0 T.W. N / - - / r PLAY EQUIP. .B. 201 29-350 / / / ( 1ST. OUTLET \ 4ss.o B.W.Bw / / VLO o f��� X a © xt��� �AND WALLS\ \ �� / r.i �;�1 RUGTURE' p 483.8 T •. r U x rs7 ,t RONTyAR c C / / 1 ix / / i / / _ Sp, �- — x i x � r ,� P B - -�SETBACK : _J J .., / / / / / / X �qRQ S 4 EARTH ' aV�i� 490.0 T. U) / o AET / .• 6"SCH.40 or SDR 35�BERM - ��� T\� - �. Z s /4/ �C/� A ���� �.�p �_ _ ��. y 485.0 B.W. • IS' o U co / SLOPE AT 2% MIN. . \ f �» / //.. O EXISTING 18" DRAINLINE a\\ 489.04fJV. • /// �. � '��- � 492.0 T.W. c � / ti ASTABLE V� `� ©• °� EMENT Q Q 481.8 T.G. �A; CUTIFIIa „� �� � A `� sV � - 4920 B.W. N AR •-•.- 480:8INV.' .•N '`' O at- O ( o LINE - � m� CRY kr BE C M K ' I} / ��� O - t� . - -� �. .mom \.,.-rye aI �: xI H _ 4 �+ 485 0 T.W x x` x --�- )'492.0 T.W. -- =I / s x x x r a�. '�T o O CLEANOUT RETAINING WALLS x —x x- x - • x 7 3 n y O 485.0 B.W. . . = v� � 0484.5 T.G. 4920 B.W. _ n, `m /:, / ,z1 -f` + ...x. / 485.0 B.W. 483.5 INV. © . ..n _ 3� / 3 ( , i, N 21°4'35" E _ A �. ACACIA. ROAD '� z / �. ---/, 620.81' 6, htdsv l te is COASTLINE GEOTECHNICAL CONSULTANTS O > PROJECT NO. 2120C-108 L- CONSTRUCTION NOTES: D PLATE 1 ALL ROOF DRAINAGE TO BE CAPTURED AND V • EXIST. 3 RAIL PROP. RETAINIG � � 500 PIPED INTO THE DRAINAGE SYSTEM. 500 gel=- - w, ' 2004 TEST PITS ALL DRAINAGE PIPE SHALL BE 6" DIAMETER ,V s ACACIA W� SCH 40 OR SDR 35 P.V.C. PIPE UNLESS SHOWN a PITS OTHERWISE. - 2008 TEST ONDS 12"X12" CATCH BASIN LANE PRO oSEO PROPOSEDv 490 ` * -wit. i �R 490 A DEPTH TO BEDROCK ® CHRISTY V-24 DRAINBOX t_ A ➢]x sK evrr ¢usls�' ;qu a &8�8P°7 4 S�A�9�J8P§d8➢ nol 480 ® ENERGY DISSIPATOR (EXISTING) a 480 \� O SECTION A-A, t ^ /��� /_ 1 OOOO e� ?2 __ cc O AREA CLEANOUTS Q \ \/` ADO OD �e © SWALE RETAINING WALL AND DRAINAGE INLET �' re \/ _ ... T 4`O ,2 W : Imo= LEGEND s y 014._ 6 t / __ tr OP OF SLOPE ELEVATION-, Q S a I EI _ 6.OPENING WITH ATRIUM GRATE '_ _j Ili EXISTING CONTOURS �_..- `I�` v24-71C PER GRADING PLAN 3w¢ ',■■�) -6'TH.CONCRETE W/340 LONG.BARS. PROPOSED CONTOURS s•s 3 _ �. ' C��` do GRADED SLOPE PER z% !� `\ FLOWLINE PER GRADING PLAN 7. --: GRADING PLAN z —Iz s4.GRAVEL EXISTING FENCE EXIST. `' '� ��. IIJI RETAINING WALL _ E. m 6•PLASTICPERF.PIPE WI -- 510 ' RESIDENCE ' _ 510 y rMrwww rw s.a.nr�w- or ii-III S11 II MIRAFI FABRIC(OR CUTEARTH BERM i w I/ PROPOSED -EX/STiNG3LOPE -- 500 EQUAL) 1- -' 500 - _ . .STABLE _ _ FILL �' .,j Date: Sept. 18, 2008 Scale: 1' 20' 490 FILI eaoPosED r.-_ - 490 N.D.S. 12" x 12"Catch Basin O Christy V-24 Catch Basin 3 Drain Clean-out Earth Berm Detail Swale At Retaining Wall Detail Drams: DIM O Not To Scale ) BENCHMARK EXISTING RIDING CORRAL \ T a T i - Not To Sale Not To Scale O Not To Scale 4 RING �-. 1-_i n o-:- -� - - 480 n p } Not To Scale 480 N ` Emil . i• L.S Sim, r . Checked: DKM NAIL IN PAVEMENT i ADJACENT TO SW Job No. 3211 CORNER OF GARAGE Sheet e SECTION B-B' ELEV. 498.70 el E • Of Sheets e •e ri 1 I SUMMARY OF TEST PIT NO. 5 I Date: 10/16/2008 Elevation: 492 -� U fl - :a" s Description o N 0 0o ' U B I — FILL: Clay---sandy, silty Greyish Black Compact I1 — CLAY-Sandy, Silty Black Stiff I 2 II 3 I47 57.3 4 BEDROCK: SILTSTONE Tan Hard I 5 47 59.5 6 End of Test Pit at 6 Feet I — No Water I7 — No Caving 8 — I 9 — 10 Geotechnical.Engineering Investigation #1 Acacia Lane Project No. 2120C-108 Rolling Hills, California Plate 2 COASTLINE GEOTECHNICAL CONSULTANTS I I SUMMARY OF TEST PIT NO. 6 IDate: 10/16/2008. Elevation: 492 I a o o o 03 a Z' Description o o o B U IFILL: Clay---sandy, silty Greyish Compact Black I1 —a white diatomaceous silt for 6 inches 62 14.6 I I 2 CLAY-Sandy, Silty Black Stiff I 3 II 100 19.9 1 4 I 5 I 7 BEDROCK: SILTSTONE Tan Hard I 40 65.2 ' — 8 End of Test Pit at 8 Feet No Water I. . 9 _ No Caving 1 — 10 Geotechnical Engineering Investigation I #1 Acacia Lane Project No. 2120C-108 Rolling Hills, California Plate 3 COASTLINE GEOTECHNICAL CONSULTANTS 1 ANAHEIM TEST LABORATORY ' 300g S.ORANGE AVENUE SANTA ANA,CALIFORNIA 92707 PHONE(714)549-7267 Ta COASTLINE GEOTECHNICAL CONSU]1L N.`PS 1 446 W. 178th STREET per; 1 0-21 -08 GARDENA, CA. 90248 RO.No. VERBAL ATTN. AMIR KHALAJ Shipper No. ' Lab.N0.B 3003 Specification: ' Material: SOIL PROJECT # 2120E ANALYTICAL REPORT t CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN.R%ESISTIVITY per CA.417 per CA. 422 per CA. 643 LEIB PPm ppm ohm-cm 6.8 342= 450 1 , 431 ' PROJECT NO. 2120C-108 PLATE 4 LL ' UBA4IT7ED .._.. 1 s , P• ' B%4 DOER of f Cberatst r COASTLINE GEOTECHNICAL CONSULTANTS, INC. • _ _ _ = CONSULTING GEOTECHNICAL ENGINEERS /;0/0 r i 1 r 1 r 1446 W. 178TH ST. (310)217-1504 GARDENA, CA 90248 FAX(310)217-1909 1 1 ' GEOTECHNICAL ENGINEERING INVESTIGATION REPORT PROPOSED NEW BARN AND REMODEL OF EXISTING BARN #1 ACACIA LANE ROLLING HILLS, CALIFORNIA 1 PREPARED FOR MR. PHILIP T. LIEB 1 t tPROJECT NO. 2120C-064 JULY 19, 2004 COASTLINE GEOTECHNICAL CONSULTANTS, INC. COASTLINE GEOTECHNICAL CONSULTANTS, INC. CONSULTING GEOTECHNICAL ENGINEERS 1446 W. 178TH STREET - Tel. (310)217-1504 IGARDENA,CALIFORNIA 90248-3202 E-mail: coastlinegeo@sbcglobal.net Fax(310)217-1909 ' July 19, 2004 1 Project No. 2120C-064 IMr. Philip T. Lieb 1400 Kingsdale Avenue ' Redondo Beach, CA 90278 Project Reference: Geotechnical Engineering Investigation ' Proposed New Barn and Remodel of Existing Barn #1 Acacia Lane Rolling Hills, California Dear Mr. Lieb: Submitted herewith is a report of a geotechnical engineering investigation for the referenced project. This investigation was made for the purpose of obtaining information ' on the subsurface soils and bedrock on which to base recommendations for a suitable foundation design for the proposed new barn and remodel of the existing barn. ILocation of the site, relative to general topography, streets, and landmarks, is shown on the attached Vicinity Map, Plate 1. ' As outlined in the proposal of May 25, 2004, our work consisted of geotechnical observations, subsurface explorations and sampling, field and laboratory testing, calculations and analyses, and the preparation of this report. PROPOSED DEVELOPMENT I It is understood that the existingbarn will be converted into an 8 to 10 car garage, and 9 9 a new barn will be constructed. The building will be one story in height and constructed ' of wood frame. Maximum column loads will be approximately 30 kips, and wall loads, 2000 pounds per lineal foot. Grading will consist of minor cuts and fills to level the area for the new barn. 1 IProject No. 2120C-064 2 Lieb/Rolling Hills DESCRIPTION OF SITE The subject site is an irregularly shaped parcel, covering slightly less than two acres, situated on the north side of Acacia Lane just west of Portuguese Bend Road in the City ' of Rolling Hills. The property is occupied by a one story, single family residence with a barn. The I property is bound on the west by Acacia Road, on the east by City tennis courts and Portuguese Bend Road, on the north by Palos Verdes Drive North, and on the south by Acacia Lane. ' h t to3 .f Maximum topographic relief in the property is estimated be 9et.e Essentially, the lot is in its natural state, except for minor cut and fills to create level pads for the house and barn. FIELD INVESTIGATION Four test pits were excavated by means of hand equipment to depths ranging from 5 to ' 7 feet at the locations shown on Plate 2. The approximate locations of the test pits were determined by tape and compass measurement from existing structures and property boundaries. Approximate elevations of test pits were determined by interpolation between contours on a Topographic Plan, prepared by Bolton Engineering Corporation, undated. The locations should be considered accurate only to the degree implied by the method used. ' A continuous record of the soils and bedrock encountered during the excavating was made by our field representative, and is presented on Plates 3 through 6, Summary of Test Pits. IThe lines designating the interface between materials on the Summary of Test Pits represent approximate boundaries. The actual transition between materials was gradual. Undisturbed and bulk samples were secured at frequent intervals from the test pits for laboratory testing. 1 Project No. 2120C-064 3 Lieb/Rolling Hills SUBSURFACE CONDITIONS In general, the subject site is mantled by minor fill consisting of firm, grey to reddish brown, sandy silty clay. In Test Pit Nos. 2 and 3, underlying the fill is a natural soil I consisting of firm, black, sandy silty clay. Below the natural soil, and fill in Test Pit Nos. 1 and 4 is a bedrock consisting of diatomaceous siltstone. I No signs of surficial or deep-seated instability were evidenced on the site, or upon immediately adjacent properties. I Creep, which is a nearly imperceptible movement of surficial soils downslope caused by the forces of gravity, was not observed on the property. Groundwater and Drainage Groundwater was not encountered and none is anticipated within depths pertinent to the ' proposed construction. Surface drainage is comprised of sheet flow run-off of incidental rainfall derived primarily ' within the parcel boundaries. No signs of significant adverse erosion were observed during the course of this ' investigation. LABORATORY TESTS Laboratory testing was programmed following a review of the field investigation, and after I considering the probable foundation designs to be evaluated. Laboratory testing included the determination of density, moisture content, and shearing resistance of the materials, as well as consolidation, compaction and expansion characteristics. Chemical tests of Ithe soil, including corrosivity, will be performed during construction. The results of the tests are plotted or tabulated on the Summary of Test Pits, Plates 3 I through 6, Direct Shear Test Results on Plates 7 through 9, and.Consolidation Tests on Plates 10 through 12. A compaction test was performed on the sandy, silty clay. The sample was taken from Test Pit No. 3 at 1 to 3 feet. The test, performed in accordance with ASTM D-1557-00, indicated a maximum dry density of 103.3 pounds per cubic foot at an optimum moisture content of 22.9 percent. 1 Project No. 2120C-064 4 Lieb/Rolling Hills An expansion test was performed on the finest grained soil found at the ground floor level. The sample was obtained from Test Pit No. 3, at a depth of 1 to 3 feet, and is I classified as sandy, silty clay. Th,e purpose of this test was to evaluate the potential for volume change and pressure increases with changes in moisture content. IThe test, performed in accordance with the Uniform Building Code Standard Test No. 18 2, indicated an Expansion Index of 163. The material would be classified as having a very ' high potential for expansion. Details of the sampling and test procedures are given in Appendix A. ' DISCUSSION AND GENERAL COMMENTS ' Based on the findings summarized in this report, and provided the recommendations of this report are followed, and the designs, grading and construction are properly and adequately executed, it is our finding that construction within the building site will not be Isubject to geotechnical hazards from landslides, slippage, or settlement. Further, it is our finding that the proposed building and anticipated site grading will not adversely effect the stability of the site, nor adjacent properties, with the same provisos listed above. ' CONCLUSIONS AND RECOMMENDATIONS 1 Liquefaction Potential Liquefaction is a process by which soil below the water table temporarily loses strength ' and behaves as a viscous liquid rather than a solid. The types of soil most susceptible to liquefaction are clay-free deposits of sands and silts. Liquefaction is caused by seismic I waves, primarily shear waves passing through saturated, granular layers distorting the granular structure and causing loosely packed groups of particles to collapse. These collapses increase the pore water pressure between the grains, if drainage cannot occur. ' If the pore water pressure rises to a level approaching the weight of the overlying soil, the granular layer temporarily behaves as a viscous liquid rather than a solid, and liquefaction has occurred. The State of California, Division of Mines and Geology, has prepared an "Official Seismic Hazard" map, Torrance Quadrangle, dated March 25, 1999, which indicates the site is not in an area that may contain liquefiable materials. Based upon this study, liquefaction is considered unlikely. 1 IProject No. 2120C-064 5 Lieb/Rolling Hills Seismicity IThe site is located within the Palos Verdes Fault Zone, per Sheet M-33, Maps of Known Active Fault Near-Source Zones,California Division of Mines and Geology, February 1998. In accordance with the implementation of the 1997 UBC by most regulatory agencies, I. attached on Plate Z are the Seismic Design Parameters. IFoundations on Bedrock An allowable bearing value of 3000 pounds per square foot, for square or continuous ' footings, is recommended for foundations placed at a depth of at least 24 inches below the lowest adjacent final grade (top of slab-on-grade for interior footings) bearing 12 inches into the bedrock. This value may be increased by 300 pounds per square foot, for each additional foot in depth over 2 feet, and 150 pounds per square foot for each additional foot in width over I1 foot, to a maximum of 5000 pounds per square foot. For detailed calculations of these recommended bearing values, see Plate 13. IDue to the expansive characteristics of the soil, it is recommended that all footings be continuous and reinforced with a minimum of four No. 5 bars, two top and two bottom. The structural engineer's reinforcing requirements should be followed if more stringent. Settlement of footings up to 2 feet wide continuous and 4 feet square is not expected to 1 exceed 1/2 inch under the recommended fully applied bearing pressure. Differential settlement between footings is expected to be on the order of 1/4 inch. I The bearing capacities given are net allowable.bearing values, and the weight of the concrete foundations can be ignored. The bearing value is for dead plus live load, and may be increased by one-third for momentary wind or seismic loads. IThe maximum edge pressure of any eccentrically loaded footing should not exceed the values recommended for either permanent or momentary loads. ' Lateral Loads - Spread Footings P 9 _ An allowable lateral bearing value against the sides of footings of 350 pounds per square foot, per foot of depth, to a maximum of 4000 pounds per square foot may be used, provided there is positive contact between the vertical bearing surface and the bedrock. IFriction between the base of the footings, and/or floor slabs, and the underlying material may be assumed as 0.35 times the dead load. Friction and lateral pressure may be combined, provided either value is limited to two-thirds of the allowable. SEISMIC DESIGN PARAMETERS (Reference: 1997 Uniform Building Code, Map Sheet M-33) UBC Seismic Zone: 4 and Z: 0.4 (Table 16-1) UBC Soil Profile Type: S c (Average for Top 100 Feet of Soil Profile) UBC Soil Profile Name: Very Dense Soil and Soft Rock (Table 16-J) Nearest Type A Fault: Cucamongo Fault Distance: 64.0 Km INearest Type B Fault: Palos Verdes Fault IDistance: 2_0 Km ' Selected UBC Seismic Coefficients:_ Na 1 (Table= _3G 16-S) N = 60 1. (Table16T Cs = 0.40Na = 0..52 g (Table 16- Q) Cy = 0.56- = 0.90 g (Table 16-R) 1 Ts = Cv/2-5Ca = 0.69 sec (Figure 16-3) T0 = 0.2T = 0.14 sec (Figure 3 Fi ) 1 Geotechnical Engineering Investigation Project No. 2120C-064 ' 1 Acacia-Lane- Rolling Hilts, California Plate Z COASTLINE GEOTECHNICAL CONSULTANTS 1 1 Project No. 2120C-064 6 Lieb/Rolling Hills Temporary Excavation Slopes Temporary excavation slopes in the existing surface soil may be made vertical for cuts of less than five feet. For deeper cuts, temporary excavations slopes shall be made no I steeper than 1:1 (horizontal to vertical). In areas where soils with little or no binder are encountered, shoring or flatter excavation slopes shall be made. ' Your attention is directed to the fact that while caving was not encountered in the test excavations, it is possible that a trench or excavation could react in an altogether different manner. with the regulations of the State of California, excavations shall be made in accordanceg Division of Industrial Safety. These recommended temporary excavation slopes do not ' preclude local raveling and sloughing. Drainage �. non-erosive devices in accordance with the grading drainage should be dispersed by o g g regulations of controlling agencies to preclude concentrated run-off and erosion over the ' site. In no case shall water be allowed to pond or drain in a concentrated and uncontrolled manner. Water shall be conducted to Palos Verdes Drive North or Acacia I Lane. Slabs-on-Grade ' The surface soils found on-site are primarily clay. Based on expansion tests, these soils are considered very highly expansive. In order, to mitigate the potential effects of l expansion, it is recommended that slabs-on-grade should be a minimum of five inches thick and reinforced with No. 4 bars, 12 inches on-center each way. It is further recommended that the subgrade soils be moistened to a depth of 24 inches prior to ' placing of the membrane and pouring of floor slabs. The moisture content should be at least three percent greater than the optimum moisture content. I A. moisture barrier beneath the slabs-on-grade, preferably consisting of at least four inches of rock, with a waterproof vapor barrier, such as a plastic membrane of at least ten mils in thickness, covered with two inches of clean sand, is recommended in areas where slab moisture would be detrimental. Grading ' The following general specifications ifi tions are recommended: 1 ' Project No. 2120C-064 7 Lieb/Rolling Hills 1. Areas to be graded or paved shall be grubbed and stripped of all vegetation, debris and other deleterious material. All loose soil shall be removed. 2. The existing subgrade soils within the building and paved areas shall be ' compacted prior to construction of floor slabs and paving to secure uniform support and to minimize differential settlement. It is recommended the degree of compaction within the upper 12 inches be at least 90 percent. I 3. All other fills and backfills shall be compacted to at least 90 percent. p 4. The compaction characteristics of all fill soils shall be determined by ASTM D-1557- ' 00. The field density and degree of compaction shall be determined by ASTM D- 1556, or by other acceptable ASTM standard methods which are acceptable to the governing public agency. 5. All new fill shall consist of clean, granular,.non-expansive soil, free of vegetation ' and other debris, and shall be placed in layers not exceeding six inches at near optimum moisture content. No rocks over three inches in greatest dimension shall be used. No soil shall be imported to the site without prior approval by the ' geotechnical engineer. The surface soils found on the project would be suitable for use in compacted fills, provided its expansive characteristics are considered in all designs. 1 6. No jetting or water tamping of fill soils shall be permitted. ' 7. Care shall be exercised during rough grading so that areas involved will drain properly. Water shall be prevented from running over slopes by temporary berms. I8. At all times, the contractor shall have a responsible field superintendent on the project, in full charge of the work, with authority to make decisions. He shall ' cooperate fully with the geotechnical engineer in carrying out the work. 9. No fill shall be placed, spread or rolled during unfavorable weather. When the ' work is interrupted by rain, operations shall not be resumed until field tests by the geotechnical engineer indicate that conditions will permit satisfactory results. IInspection As a necessary requisite to the use of this report, the following shall be observed by the Igeotechnical engineer: Project No. 2120C-064 8 Lieb/Rolling Hills 1. Inspection of all grading operations. 2. Inspection of premoistening of subgrade soils and placement of sand cushion and vapor barrier beneath the slab. 3. Inspection of all foundation excavations for the structure. The consultant should be notified at least two days in advance of the start of construction. ' A joint meeting between the client, contractor and geotechnical consultant is recommended prior to the start of construction to discuss specific procedures and ' scheduling. REMARKS The conclusions and recommendations contained herein are based upon findings and p g observations made at the four test pit locations. While no great variations in soil I conditions are anticipated, if conditions are encountered during construction which appear to differ from those disclosed by the test excavations, this office should be notified, so as to consider the need for modifications. No responsibility for construction compliance with the design concepts, specifications, or p Y p g p p recommendations is assumed unless on-site construction review is performed during the ' course of construction which pertains to the specific recommendations contained herein. Footings should be located below a line measured at a 45 degree angle from the bottom ' of any utility trench, unless reviewed and approved by the geotechnical engineer. This report is subject to review by controlling public agencies having jurisdiction. This report has been compiled for the exclusive use of Philip T. Lieb and his authorized representatives. It shall not be transferred to, or used by a third party, to another project, ' or applied to any other project on this site, other than as described herein, without consent, and/or review, by this facility. ' Should the project be delayed beyond the period of one year after the date of this report, the site and report shall be reviewed to consider possible changed conditions. Samples obtained in this investigation will deteriorate with time and will be unsuitable for further laboratory testing within three months from the date of this report. Unless ' otherwise advised, the samples will be discarded at that time. 1 1 Project No. 2120C-064 9 Lieb/Rolling Hills This investigation was made in accordance with generally accepted engineering procedures and included such field and laboratory tests considered necessary in the circumstances. In the opinion of the undersigned, the accompanying report has been substantiated by mathematical data in conformity with generally accepted engineering I principles and presents fairly the information requested. No other warranty, expressed or implied, is made as to the professional advice included in this report. IRespectfully submitted, COASTLINE GEOTECHNICAL CONSULTANTS, INC. 0.tcAk, >7)/(a,Ltx:4() ICurt Martin 4.49, /144,9).% IRichard A. Martin, RGE 563 u Np. 563 WI Exp:9-30-09 RAM/CM/0 )2„, rEc04tiGv�� OF CM, (2) Addressee ' (4) Robinson-North Architects 1 1 I I APPENDIX A IEXPLORATION AND TESTING FIELD EXPLORATION WAS ACCOMPLISHED USING A TRUCK-MOUNTED BUCKET AUGER OF SIXTEEN TO TWENTY-FOUR I INCHES IN DIAMETER,OR AN EIGHT INCH,HOLLOW STEM AUGER,OR A BACKHOE WITH AN EIGHTEEN TO THIRTY INCH BUCKET,AND/OR A HAND DIGGING CREW USING POWER SHOVELS,AND/OR HAND AUGERS. THE METHOD(S)EMPLOYED IS COVERED IN THE FIELD INVESTIGATION SECTION OF THIS REPORT. THE EARTH MATERIALS ENCOUNTERED WERE I CONTINUOUSLY LOGGED BY OUR FIELD REPRESENTATIVE AND VISUALLY CLASSIFIED IN ACCORDANCE WITH THE UNIFIED SOIL CLASSIFICATION SYSTEM. - . I UNDISTURBED O SECURED IA DRIVING A THIN-WALLEDSAMPLES,STEEL OFTHE SAMPLINGTUBESOILAND/ORR INTOCK WERE THE GROUND AHEADAT OF THENTERVALS EXCAVATIONFROMTHE WITH SUCCESSIVE DROPS OF THE DRILLING BAR OR STEEL WEIGHT. THE DRIVE ENERGY REQUIRED FOR TWELVE INCHES OF PENETRATION IN POWER AUGER EXCAVATIONS IS SHOWN ON THE SUMMARY OF BORINGS. SAMPLES OF EARTH MATERIALS WERE RETAINED IN ONE INCH HIGH, TWO AND THREE-EIGHTH INCH INSIDE DIAMETER, BRASS RINGS, WHICH WERE ENCLOSED IN A POLYETHYLENE BAG AND STORED IN WATER-TIGHT PLASTIC CANS. REPRESENTATIVE BULK SAMPLES WERE OBTAINED AND PLACED IN WATER-TIGHT POLYETHYLENE BAGS FOR TRANSPORT. • I . THE FIELD CLASSIFICATION WAS REVIEWED IN THE LABORATORY BY VISUAL EXAMINATION AND MAY HAVE BEEN AUGMENTED BY ASTM CLASSIFICATION TESTS SUCH AS GRAIN SIZE ANALYSIS AND ATTERBERG LIMITS TESTS. UNIT I DRY WEIGHT AND FIELD MOISTURE CONTENT WERE DETERMINED FOR ALL•UNDISTURBED SAMPLES. SHEAR TESTS PERFORMED ON SELECTED SAMPLES WHICH WERE PLACED IN CONTACT WITH WATER FOR A MINIMUM OF TWENTY FOUR HOURS TO SIMULATE EXTREME MOISTURE CONDITIONS. EACH SAMPLE WAS VERTICALLY LOADED AT SELECTED I CONFINING PRESSURES,THEN SHEARED IN THE DIRECT SHEAR MACHINE.AT A CONSTANT STRAIN RATE.OF 0,005 IN/MIN.. THE SHEAR STRENGTHS PRESENTED HEREIN REPRESENT EIGHTY PERCENT OF THE PEAK STRENGTH OR RESIDUAL STRENGTH,AND THE PEAK STRENGTH IS LIMITED TO 0.20 INCH OF STRAIN. CONSOLIDATION TESTS MAY HAVE BEEN PERFORMED ON SELECTED UNDISTURBED SAMPLES CONTAINED IN AN APPARATUS. DESIGNED TO I . ACCOMMODATE A ONE INCH HIGH SAMPLE. LOADING IS APPLIED TO THE SPECIMEN IN SEVERAL INCREMENTS OVER SELECTED TIME INTERVALS,AND THE VERTICAL DEFORMATION RECORDED. UNCONFINED COMPRESSION TESTS ARE PERFORMED ON UNDISTURBED SAMPLES HAVING A LENGTH AT LEAST TWO TIMES THE WIDTH, UNDER CONSTANT I INCREASING VERTICAL LOADING ALL OTHER LABORATORY TESTS ARE PERFORMED IN ACCORDANCE WITH ASTM OR UBC DESIGNATED PROCEDURES. ISYMBOLS AND ABBREVIATIONS SOME OR ALL OF THE FOLLOWING SYMBOLS AND ABBREVIATIONS HAVE BEEN USED WITHIN THE TEXT,PLATES,AND FIGURES OF THIS REPORT: ILOCATION OF BORING S = DIRECT SHEAR TEST • I -ON-LOCATION OF PIT C - CONSOLIDATION TEST XASSUMED DATUM POINT E - EXPANSION TEST I -- - -PROPERTY LINE G GRADATION TEST ' U - UNDISTURBED SAMPLE A - ATTERBERG LIMITS TEST IB - BULK SAMPLE F - UNCONFINED COMPRESSION TEST I M = MAXIMUM DENSITY-OPTIMUM MOISTURE TEST • I - VICINITY MAP 4,,,;_ , —4-4--1.*,,,,,,i;:.';„1.1‘,2r/.: II W. v •VA bgJJ l k r°d ›!f,,, P --- ��' S'70R• ' 'C E.,•:4, • 1 -cor /4 yer®= l n �'�'.�/„`may �g� �a�Y e�� 'gar �r�X`lI r4u �km ?��i,� ` ..,� y11 1, t k os r.d \'/.. 3 \ ♦ t \ n ♦ . 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I / N. u., / / ----- ) 00 ____ rir(r- C A' 1 .2) ,../ // rCif/ I I/ • • )(,_7 \ / I/ // ( il"It.--A---A....,,,_,, , � � • / CP i - ri-rYm('e. \Th---c,",--\Th__ / / .--) g / t,fp/ irri )x, -;. i if/ l` lam, TS v `� 4111)y_ CALCUI ATION OF LOTCOVERAGE / , CO F RAGS [ �z_ r A J�� �P! \ / �` - tom` I I KAS {, PROPOSED TOTALT 7 � �_ �, ) U �� , ac-.ici_�O• � p• ( �U LD NO fill ,1Fh;I.''iTIN ' 16- � ETEC�� C��. 'C� ,� l�[� 7 \ -- "—-- /��`� y--A....,, r lo i ~� � ` '-C- N. - _ / N ETL{7I AREA �7, 0 sq.ft. sq.ft. ,�7 63 0 sq.ft. a JECT NO. 2120C-064 --------____\-*....,.., ' / J \ / �. s' 2 p� V BUILDING PADS) 2, 1 sq.ft. sq.ft. �J�,$/2 \ '�'t � P�.�TE • .. ) --t i tF-� �J 9 { n q q. sq.ft. Jq 4. _(4, q• S r V' {)I Jrif RESIDENCE3b9fas ft. ; / \ � J / �'' ///Jin1 4 s ft. 4 sq.ft. lopsma PP / 25 29,', " 1-1 �� J ° D GARAGE 74$ sq.ft. sq.ft. 746 sq.ft. j �" S 0 - \ ��\1. � s.J ,.J J i / / L f� , ' ti SWIMMING POOL1'sPA sq.ft, sq.ft. sq.ft. 4111.111.111111 ---- --�: �J l j ,,s / G� Q ° /� - "" ".-. - STABLE 2 Z 6 0 sy.ft. '76 3 sq.ft. 7 6 6 sq.ft. • 1-- — q ;l. 1 I • RECREATION COURT 7 ✓may - , 1 Q-'7*--- !® , i ) sq.ft- sq.ft. sq.ft. �} SERVICE YARD i ~- ��-BEN a.! _-__ 3 J I ' N� ---_-. h , �: .'t. ' sq.ft. sq.ft. $d� sq.ft. �,/ A iktZinc.,E Ho u�c sq.ft. 3 p Z fJ sq.h. J OHO sq.ft. W .02 tn / J �' /OA D ., D I o L,r ASF.MENI'AIZFA l I ` �/ / /� ! , p fy " -�-_ .w__r (dolume to be includes in grsding quantities.) sq.ft. CD t Y al (� sq.ft. sq.ft �3$96 sq.ft. _._I ( l� L� TOTAL STRUCTURES I8 < ; t %STRUCTURAL 8.7 % % 1"Z. .2• % d / f°pOJT°V VERAGE 0TAL PADj ERAGE12.�7 % IS,® % N :NJ VEWAi' 2 ic3 sq.ft. I"1 7 sq.ft. sq.ft. ( �.. t.EGE / ''' PAVED WALKS AND i t.? PATIO AREAS 1078 sq.ft. • sq.ft. 1018 sq.ft. �,/� N .0 f, POOL DECKING sq.ft. sq.ft. sq.ft. • OTHER PAYED V S. 1111111111111=111111 -1 L.CCatlOi� of Test Pits ' / DRlYEWAYS,EASEMENTS sq.ft.. sq.ft. sq. ft. " IIic'/A)tr /` .1/7 •a„ G/-7 G C: �•- OG� • TOTAL FLATWORK 4 2 9 2. sq.ft. sq.ft. (o O 8 sq.ft. %TOTAL FLATWORK COVERAGE ti.5 % % 7 8 % _-_- TOTAL STRUCTURAL& FLATWORK COVERAGE 1 , /f Q � sy,ft. -_ _ __ sgit. f 5-' 6 4- sq.ft.- - _ _ - — -- - -- --- _---- ------- %TOTAL.COVERAGE /4,3 % c Z,G`, 1 % OMNI NE 7- LOT D/5TUR i.vCG le.6 ¢/ I g e I I SUMMARY F O TEST PIT NO. 1 Date: 6/15/04 Elevation: 483 IW �. a) 0 Cl)c fl. L a)a o a i cu Description o ' U I .- Oo (n o V C a Q 0 .. U BI 0 75 34.6 III FILL: CLAY-silty, sandy-with bedrock clasts Grey-Brown Hard BEDROCK:. SlLTSTONE diatomaceous White 45 64.1 I41 87.3 II — 1 35 119.0 5 — End of Test Pit at 5 Feet — No Water I — No Caving I — • 10 — I 15 i - I 20— II Geotechnical Engineering Investigation 1 Acacia Lane Project No..2120C-064 I Rolling Hills, California Plate 3 COASTLINE GEOTECHN.ICAL CONSULTANTS I 1 SUMMARY OF TEST PIT NO. 2 Date: 6/15/04 Elevation: 485 N . V_ C I a o Description o 11 U co U 89 26.4 a 'FILL: CLAY-silty, sandywith bedrock clasts Grey-Brown. Firm CLAY-silty, sandy Black 68 47.8 _ BEDROCK: SILTSTONE diatomaceous Tan Hard 1 I 44 74.1 5 - MI End of Test Pit at 5 Feet - No Water I _ No Caving 10- I - 15 I 20- 1 Geotechnical Engineering Investigation 1 Acacia Lane Project No. 2120C-064 I Rolling Hills, California Plate 4 COASTLINE GEOTECHNLCAL CONSULTANTS 1 I SUMMARY OF TEST PIT NO. 3 Date: 6/15/04 Elevation: 501 � ^ Cam) C cs Erg= E v N o a N Description o N I o o . cn a U c 0 20 0 0 U B U FILL: CLAY-silty, sandy with bedrock Grey-Brown Firm I79 20.0 clasts I . FILL CLAY-silty,.sandy Red-Brown 94 22.9 CLAY-silty, sandy Black I 67 22.0 IN 5 — BEDROCK: SILTSTONE- diatomaceous Gray to Hard White 1 69 27.7 II End of Test Pit at 7 Feet I . — No Water — No Caving I1 0---- _ 15 I — I 20 II Geotechnical Engineering Investigation 1 1 Acacia Lane Project No. 2120C-064 Rolling Hills, California Plate 5 COASTLINE GEOTECHNICAL CONSULTANTS I SUMMARY OF TEST PIT NO. 4 Date: 6/15/04 Elevation: 504 m '- a) c c ' �- v L a) 0 0 z Iu = Description o N I �.. 0 to U o c U FILL: CLAY-silty, sandy with-bedrock clasts Grey-Brown Firm I . 76 25.9 I57 17.4 0 — BEDROCK: SILTS-TONE diatomaceous White Hard 57 24.0 • 5 End of Test Pit at 5 Feet — No Water I _ No Caving I I 10- I 15 I I — 20 1 Geotechnical Engineering Investigation I 1 Acacia Lane Project No. 2120C-064 Rolling Hills, California Plate 6 COASTLINE GEOTECHNICAL CONSULTANTS SHEAR TEST RESULTS Test Pit No. 1 @ 3 Feet 4 I • o- fl. 2 - N co 2 1 0 I 0 1 2 3 4 Confining Pressure (kips/sq. ft.) I Stress- Displacement Diagram 4 ♦1 KIP v&i 3 —. ♦ ♦ AAA — ♦ ♦ ♦ ♦ ♦ ■2KIP ♦3 KIP 2 ♦ ♦ ♦ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ • ■ N _ ♦ i ° � ♦ ♦ ♦ ♦ • ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ • 1 ♦ ♦ • 0 I 0 2 Horizontal Displacement (X 1f10 inch) Siltstone samples were submerged for at least 24 hours. IThe samples had a density of 42 lbs.fcu.ft. and a moisture content of 108.4 % Cohesion= 500 psf I Friction Angle= 33 degrees Based on 80% Peak Strength I Geotechnical Engineering Investigation Project No. 2120C-064 1 Acacia Lane Rolling Hills, California Plate 7 I COASTLINE GEOTECHNICAL CONSULTANTS SHEAR TEST RESULTS Test Pit No. 3 @ 1 Foot I 4 I I aT 1 Q 2re - 2 a • 1 1 1 0 I 0 1 2 3 4 Confining Pressure(kips/sq. ft.) Stress- Displacement Diagram 4 ♦1KIP o. 3 ■2 KIP I o •3 KIP Q" 2 00 • ♦ • ♦ ♦ • • Iin 1 11i * 0110 � • ♦ ♦ • • • 0 I 0 1 2 Horizontal Displacement QC 1/10 inch) Clay samples were submerged for at least 24 hours. IThe samples had a density of 82.8 lbs./cu.ft. and a moisture content of 37.8 % Cohesion= 450 psf I Friction Angle= 11 degrees Based on 80% Peak Strength I Geotechnical Engineering Investigation Project No. 2120C-064 1 Acacia Lane Rolling Hills, California Plate 8 I COASTLINE GEOTECHNICAL CONSULTANTS I 1 SHEAR TEST RESULTS Test Pit No.4 @ 2.5 Feet I I 4 I 3 — -- ci- I la 2 0 1 I1 0 0 1 2 3 4 I Confining Pressure (kips/sq. ft.) I 4 Stress- Displacement Diagram — ♦1 KIP 3 ■2 KIP i ■ ■ ♦ ♦ ♦ ♦ ♦3 KIP p 2 � li ■ , ■ ■ ■ ■ L • • • 0 _ I 0 1 2 Horizontal Displacement (X 1/10 inch) I Siltstone samples were submerged for at least 24 hours. S The samples had a density of 56.2 lbs./cu.ft. and a moisture content of 71.3 % Cohesion= 500 psf I Friction Angle= 27 degrees Based on 80% Peak Strength I Geotechnical Engineering Investigation Project No. 2120C-064 1 Acacia Lane Rolling Hills, California Plate 9 I COASTLINE GEOTECHNICAL CONSULTANTS I I CONSOLIDATION'TEST RESULTS Boring No. 1 g 5 Feet ) Pressure(Kips Per Square Foot) 0.1 11 10 ' 0.00 1.00 - 2.00 161 3.00- C G) e 4.00 o 5.00 �o _ _. ) 6.00 7.00 1 8.00 9.00 10.00_., ' 0 Test Specimen at In-Situ Moisture Test Specimen Submerged ' Geotechnical Engineering Investi Investigation 9 Project No. 2120C-064 1 Acacia Lane ' Rolling Hills, California Plate 10 COASTLINE GEOTECHNICAL CONSULTANTS 1 I CONSOLIDATION TEST RESULTS I ( Boring No. 2 2.5 Feet IPressure(Kips Per Square Foot). 0.1 11 10 0.00 Itoo 2.00 3.00 Ic a) P. 4.00 a. c O = 5.00- O O 0 6.00 I 7.00 I 8.00 I 9.00 I 10.00 1 0 Test Specimen at In-Situ Moisture • Test Specimen Submerged IGeotechnical Engineering Investigation 9 9 9 Project No. 2120C-064 1 Acacia Lane 1 IRolling Hills, California j Plate 11 I COASTLINE GEOTECHNICAL CONSULTANTS I . � .. I I CONSOLIDATION TEST RESULTS IC Boring-No. 4 @ 5 Feet- IPressure(Kips Per Square Foot) 0.1 1 1 10 I 0.00 ✓ 1.00 I 2.00 3.00 IL..... . C cu P. 4.00 1 c 47, 5.00 I CZ 0 6.00 V 7.00 I 8.00 I 9.00 I . 1 0.00 I0 Test Specimen at In-Situ Moisture • Test Specimen Submerged Geotechnical Engineering Investigation 9 9 9 Project No. 2120C-064 1 Acacia Lane IRolling Hills, California 1 Plate 12 COASTLINE GEOTECHNICAL CONSULTANTS 1 1 I ALLOWABLE BEARING VALUE I (For Siltstone) ' Reference: Terzaghi and Peck, Soil Mechanics in Engineering Practice, 1967, Pp. 222 and 223. Properties: Wet Density (y) = 98 pcf I Cohesion (C) = ! 500 psf Angle of Friction (4)) = 27 degrees 1 Footing Depth (D) 2.0 feet Footing Width (B) = 1.0. foot IFactor of Safety = 3.0 Calculations - Ultimate Bearing.Capacity IFrom Figure 33.4 on P. 222 Nc= 23.94 Nq= ! 13.20 Ny= 14.47 IQ„ = 1.2CNc +yDNq+ 0.4yBNr 1 (Square Footing) = 1.2* 500 * 23.94 + 98 * 2.0 * i13.20 + 0.4* 98 * 1.0 * , 14.47 1 = 14364 + 2587 + 567 = 17518 psf Allowable Bearing Capacity for Square Footing, I Qaii = Qu/F.S. = 5839 psf Use 3000 psf (Settlement Controls) I Q„ = 1.0 C Nc +y D Nq+ 0.5 y B N1 (Continuous Footing) = 1.0* 500 * 23.94 + 98 * 2.0 * 13.20 + 0.5* 98 * 1.0 * 14.47 = 11970 + 2587 + 709 = 15266, psf IAllowable Bearing Capacity for Continuous Footing, Qan = Qu/F.S. = 5089 psf IUse 3000 psf (Settlement Controls) Increases: I300 psf/ft in depth over. 2.0 foot 150 psf/ft in width over 1.0 foot 1 Geotechnical Engineering Investigation . 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Rolling Hills Estates, Ca. 90274 COMP. BY: • SHEET of SHEETS (310) 544-6010 Fax 544-0458 CHECKED BY: PLANIMETER SET AT: LOCATION: ELEVATION C U T 1-i L-4. , PAD CALC. & REMARKS 4 cc 6 2_ C 4 -1 P ,q- Il III - 3. i A e,G 17 5 13 (o r ptg r- 0 I I. • OMMMINIMIIMPIIIIMINVIIMINIMMt TOTAL I