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Tract 29053, 34161, 34160
S. E. Medall & Assoriates, Inc:• Consultants in the Earth Sciences wv*''' 1` 3030South Bundy Drive, Los An ples, Cal ifornia90066 • 2131390 4079 2109 South Hathaway Slreel, Santa lra, California 92705. 7141646E602 SUPPLEMENTAL SOILS ENGINEFR:CNG GEOLOGIC' INVESTIGATION GRADING PLAN REVIEW TRACTS 29053, 34161, and 39160 Por WEATHERFIELD HOMES, W. O. 605D December :1.9, 1.977 0 0 U F L 1 C r 1_1 1 U 1 S. E. Medall & Associates, Inc. Consultants in the Earth Sciences Sf <. • a•x+= 3030 South Bundy Drive, Los Angeles, California 90066 • 2131390-4079 2t66 South Hathaway Street, Santa Ana, California92705. 7141546-6602 December 19, 1977 W. O. 605D Weatherfield Homes 2130 E. 4th Street j Suite 110 Santa Ana, California 92705 Attention: Mr. Glen Bringle / Subject: Supplemental• oils Engineering and Geologic Investigation, and Grading Plan Review, Tracts 29053, 34161, and 34160. References: 1) Grading Plans by V.T.N. Consolidated, dated December 19, 1977. 2) Supplemental Geologic Investigation, Tract 33205, Diamond Bar, California, by this firm, dated May 12, 1977. 3) Reply to County of Los Angeles and Alternate Slope Design, Tract 33205, Diamond Bar, California, by this firm, dated April 25, 1977. 4) Soil. Engineering and Geologic Review of Tentative Tract 29053 and Tract 32974, Diamond Bar, County of Los Angeles, Califo n far—Weatherfield Homes, by this firm, dated ctober 4, 1976. 5) Preliminary Geology and Soils Engineering Report, Tract'32320, Diamond Bar, California, by Lockwood Singh & Associates, dated May 3, 1974. 6) Preliminary Foundation Soils Investigation and . Geologic Investigation, Tentative Tract 29053, Gold Run Drive - East of Castle Rock Road, Diamond Bar, Los Angeles County, California, by H. V. Lawmaster & Co., Inc., dated August 28, 1972. 1'! '/I Weatherfield homes Page 2 Gentlemen: December 19, 1977 W. O. 605D This report summarizes the results of our supplemental soil.and geologic investigation at the subject site. The study was conducted in order to obtain additional soil and geologic information in areas requiring further study and to verify the validity of the information which appeared in the above referenced reports. The purpose of. the investigation was to determine the following: 1. overall extent of alluvial removals in the canyon and I:swale areas which are to receive fill. 2. Verify the stability of the proposed cuts, fills and existing 1:natural slope's with respect to the current grading plans prepared by V.T.N. Consolidated. 3. To delineate buttresses and other corrective work where necessary, and to design buttress fills based on the enclosed grading plans. The investigation consisted of excavating a total of 8 exploratory test borings and 61 dozer, pits. Undisturbed and bulk samples were obtained and geologic data were gathered through logging of the borings and pits. Subsequent to the field work, laboratory tS. E. Medall & Associates, Inc. 1 Weatherfield homes Page 3 q December 19, 1977 W. 0. 605D testing of selected undisturbed and remolded samples, review of the above referenced reports, slope stability, settlement analyses, - and preparation of this report were conducted. Proposed Grading Current grading plans consisting of 8 sheets plotted at a scale of 1 inch equal 40 feet, were provided for our review by V.T.N. Consolidated. 'These plans present a total of 303 building pads and associated streets and parkways, which will be created using conventional grading techniques. Cut and fill slopes are planned with slope ratios of 1.5:1 and 2:1 (horizontal: vertical). The maximum proposed cut slope height is planned at 81 feet (See Section E-E ), and the maximum proposed fill slope height is planned at about 78 feet above Lot 80, Tract 34160. GEOLOGY Topsoil: Topsoil materials are well -developed over most of the site and consist generally of silty clay with varying amounts of sand and/or bedrock fragments. The soils are dark brown, porous, and dessicated, ranging in thickness from 1 to 2 feet over most of the site S. E. Medill & Associates, Inc. 7 tWeatherfield Homes December 19, 1977 Page 4 W. O. 605D Colluvium (Col): Colluvial deposits represent the'down-slope accumulation of materials that have been moved under the influence of gravitational forces and running, water. Generally, these materials are distributed along the base of slopes and in saddle and swale areas on the site. ,t Colluvial materials consisted of brown toto gx-ay dy to silty clay with numerous bedrock fragments These soils are usually unconsolidated, porous and dry. Alluvium (Qal): Alluvium is found in the bottoms of the larger swales and canyons. These materials consist of sandy to silty clays which are dark brown, slightly moist and loose to medium stiff. Bedrock (Tp): Bedrock underlying the site has been mapped as belonging to middle to upper portions of the Puente formation which is Miocene in age. Bedrock consists of light to medium gray siltstones and siliceous shales with medium to coarse grained sandstone interbeds. S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 5 W. O. 605D Sandstone interbeds are light brown in color and range from a fraction of an inch to several tens of feet in thickness. Bedrock is regionally dipping to the west and southwest with dips ranging from nearly horizontal to 30 degrees; thinly bedded siltstones, shales and sandstones occur over most of the site while thick massive sandstones form the ridge which runs along the southern boundary of the site. These finding are consistent with the findings of others. variations in dip are most likely the result of minor folding, shearing and faulting during the geologic past combined with varying amounts of surficia1 creep. Faulting Many faults and associated smaller scale shear surfaces were en- countered during the field investigation. The majority of these were observed striking to the northeast and dipping from between 780 and 901. Aerial stereo photographs of the site exhibit at least two prominent lineaments trending northeast/southwest which appear to influence drainage and erosional processes in the area. These lineaments probably indicate large scale faulting within bedrock units and S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 6 W. O. 605D are presented on the enclosed geologic map (Plate I). Further evidence for these large faults is present in the bedrock structure where exposed by excavations near or across these lineaments. None of these faults mentioned above are considered active or pot- entially active seismically. Seismicity tThe seismicity of;.the site.has been previously evaluated in earlier referenced reports and those evaluations are considered adequate. Therefore, an acceleration of 0.15 was used for pseudostatic analysis. Landslides The one bedrock landslide discussed in previous reports was mapped and verified during our investigations by drilling one additional boring and excavating 4 test trenches. This slide occupies approximately 2' acres in'.the extreme western portion of the site. Boring 4 (submitted in our report dated October 4, 1976) penetrated the slip surface at a depth of 4Z ft. Here, the clay seam was observed dipping in the direction of N25W at 250. Additionally, a boring by Lawmaster/ Merril (8/28/72) indicates the slip surface near the toe at a depth of 21 feet. Section J-J' (Plate IIIB) is provided to 1 S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 7 W. O. 605D i ishow landslide configuration in cross section. The limits of the slide are shown on the enclosed geologic map (Plate I). Numerous faults trending to the northwest were observed uphill iof the slide. This faulting coupled with undercutting of the toe by stream erosion was probably responsible for the slope failure during a very wet weather condition. This landslide will be removed during grading as discussed later in our conclusions and recommendations section. Groundwater Groundwater was not encountered during -the site exploration, nor were any springs or seeps observed. CONCLUSIONSAND RECOMMENDATIONS General Based on information obtained during this investigation, it may be concluded that the site conditions can be improved to render it suitable for the proposed construction, provided recommendation presented herein are incorporated in the design considerations, project plans and job specifications. Grading should be conducted in accordance with our attached standard grading specifications, except where specifically superseded in this report. iS. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 8 W. O. 605D 1 Site Preparation and Excavations 1. Precautions should be taken during the performance of all site clearing, earthwork, and grading to protect the work site from flooding, pending or inundation by poor or improper surface drainage conditions. Temporary provisions should be made during the rainy season to adequately direct surface drainage 1 from all sources away from the work site. 2. Prior to grading, the subject site should be stripped and cleared 1 of all existing vegetation, debris and all other deleterious r materials. All deleterious materials including vegetation and any other debris should be removed from the site. 3. In.areas to receive compacted fill, all existing fill material, if encountered, topsoil, colluvium, and alluvium should be removed to competent bedrock as directed by the Soil Engineer or Engineering Geologist. 4. Removal by means of benching, to bedrock will be required along the sides of the canyons and in significant swale areas. S. Overexcavations to a minimum depth of 3.feet should be made for the cut.portions of all cut -fill transition lots S. E. Medall & Associates, Inc. Weatherfield Homes Page 9 December 19, 1977 W. O. 605D and for fill lots where less than 3 feet of fill is proposed. Similarly, all lots above and adjacent to stabilization fills, if required, should be overelcavated to a minimum depth of 3 feet. All overexcavated portions should be replaced with compacted fill as specified below. Typical transition lot overexcavation details have been included as Plate F. The actual lots requiring overexcavation should be specified as field conditions dictate. 6. It is anticipated that some over -size materials may be generated during grading operations. Rocks greater than 3 feet in maximum dimension should not be placed in the upper 10 feet of any fill, nor closer than 20 feet to any slope face. 7. No rocks greater than 6 inches in maximum dimension should be placed in the upper 5 feet of any fill. Rocks greater than 5 feet maximum dimension should be broken down, wasted offsite, or handled as directed by the Soil Engineer at time of grading. S. Rocks should be windrowed and sandy material thoroughly jetted around, under and over windrows. Windrows should IS. E. Medall & Associates, Inc. Weatherfield Homes Page 10 December 19, 1977 W. O. 605D be staggered so that successive strata of rock are not inthesame vertical plane. (See Plate J). Cut Slopes 1. Proposed cut slopes should not be constructed steeper than 1. 5:1 (horizontal to vertical). 2. The highest cut slope, currently proposed, is on the order of 81 feet above Lots 21-23. 3.. If excavations for cut slopes expose loose, significantly fractured, locally adverse planar features or otherwise unsuit- able materials, overexcavation and replacement of the unsuitable materials with compacted fill will be recommended as field conditions dictate.. Stabilization fills should be placed in accordance with the recommendations on.the accompanying Plate C. As previously discussed, unsuitable soil and/or colluvium could be elposed in the top of cut slopes ascending to natural slope conditions. As field conditions dictate, overexcavation J and replacement with compacted fill of these materials will be required. Compacted Fill 1. Prior to placement of compacted fill, if required'(after removals, clearing, stripping and overexcavation, etc.), the approved S. E. Medall & Associates, Inc. Weatherfield Homes Page 11 December 19, 1977 W. O. 605D exposed natural ground surface should be processed by scarification, watered as needed, and compacted to a minimum of 900 of the laboratory maximum density as determined in accordance with ASTM Method of Test D1557-70. Depth of processing should be 12 inches minimum. 2. Excavated materials which are approved by the Soil Engineer may be utilized as compacted fill provided all trash, vegetation, and all other deleterious materials are removed prior to placement. 3. Any fill required for structural purposes should be spread in thin lifts. The moisture content should be adjusted to near optimum and the materials should be compacted to a minimum of 900 of the laboratory maximum density as determined in accordanc, with ASTM Method of Test D1557-70. Each lift should be treated in a like manner until the desired finished grades are achieved. Fills placed on slopes steeper than 5 horizontal to I vertical should be keyed into firm natural ground and should be benched into firm natural ground as the fill is placed. Keys and benches should be approved by the Soil Engineer or Engineering Geologist prior to IS. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page.12 W. O. 605D 1 fill placement. Typical benching details have been included on Plates D and E. 1 5. The onsite materials are considered to generally possess moderately expansive characteristics. Though not currently anticipated, any proposed import materials should have similar or lower expansive characteristics. The soils engineer should be notified at least 48 hours in advance in order to sample, test, and approve or disapprove materials from proposed borrow sites. No import material should be delivered for use onsite without prior approval of the Soil Engineer. 6. Fill should be tested at time of placement to ascertain that the required compacted is achieved. 7. The results of inspection and testing of all earthwork should be presented in a Soil Engineering report following the completion of earthwork and grading. Fill Slopes a1. Fill slopes should not be constructed steeper than 1.5:1 horizontal to vertical). 1 S. E. Medall & Associates, Inc. Weatherfield Homes Page 13 December 19, 1977 W. O. 605D 2. Fill keys are recommended for all fill over natural, fill over cut, and sliver fill slopes. The fill keys should have minimum key widths of half_ the height of the fill slopes or 15 feet minimum and should be 3 feet deep. 3. The highest 1.5:1 and 2:1 fill slopes occur as buttress fills and are on the order of 85 feet and 90 feet in height re- spectively. Stability of these slope conditions have been evaluated in the accompanying Plates B-4 and B-23 found in the Appendix. These evaluations indicate anticipated favorable performance. 4. During grading, some fill -over cut slope conditions may be anticipated. Fill -over cut conditions are considered appropriate provided they are constructed in accordance with recommendation 2, and the specifications on the accompanying Plate D. Overexcavation of the cut portion and replacement as compacted fill may be appropriate if conditions such as described in the aforementioned Recommend- ation 3 under Cut Slopes exist. t 5. Unless slopes are overfilled and cut back to grade, the outer face of all fill slopes should be backrolled utilizing a sheepsfoot IS. E. Medall & Associates, Inc. Weatherfield Homes Page 14 December 19, 1977 W. O. 605D roller at intervals not exceeding 4 feet in vertical height. Vibratory methods may be required. If the required compaction is not achieved, overfilling and cutting back should not .' adopted. Following the completion of all fill slopes, if overfilling and cutting back is not adopted, the faces of such slopes should be gridrolled over the entire slope height with standard gridrolling type equipment. Compaction in the above manner should produce slopes that are reasonably safe from surficial,sloughing provided planting, sprinkling, and animal control are maintained. It should be noted that overwatering of slopes and burrowing animals can cause slope damage. Slope planting should be accomplished as soon as feasible after grading. Planting should ideally consist of deep-rooted vegetation requiring minimum watering. Slope Stability The following presents a brief discussion of slopes including those which should be considered for possible or probable stabilization. Substantiating calculations for recommended buttress fill con- figurations have been included within the appendix to this report. S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 15 W. O. 605D Reference to specific Plates are provided within the discussion of each section below. 1 Section A -A' The 50 to 100/foot (refer to section) northwest facing cut slope at the rear of Lots 24 and 25 will expose out of slope bedding with overall dips of about 12 degrees. A buttress with a 200 foot wide by 12 foot deep key is recommended for this. slope. (Plate B-la through B-li). Section B-B' Favorable geologic conditions will be exposed in the 44 foot high west facing slope east of Lot 25. This slope should be stable as designed. Section C-Cl Cpit j The 70 foot high northwest facing fill over cut slope at the rear of Lots 75 through 79 should expose favorable bedding in the cut portion and should be stable as designed. Section D-D' ( n The 33 foot high Cest facing fill over cut slope at the rear of Lots 30 through 34 will expose a small sliver of cut at S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 16 W. O. 605D the toe. The cut portion of this slope should be overexcavated to provide a 3 foot deep key at the toe (Plate B-2). 1 Section E•-E' See Ste— The 92 foot high slope at the rear of Lots 21 through 23 appears to show a neutral condition based on the orientation of the section, however this slope will require a buttress with a 120 foot wide by 7 foot deep key,due to the unfavorable geologic structure to the eeast and west. Section F-F' % % r The natural slope below Lots" 1.2through 17 exposes out of slope 1 bedding with dips of 9 to 10 degrees. This condition indicates that a shear key is needed, with a 15 foot base width by 28 feet deep down from property line. '•(Plates B-3a through B-3e). 1 The west facing side slopes on Lots 14 through 17 will be cut in colluvium. Colluvial materials should be removed and replaced as compacted fill. 8 The 30 foot high cut slope below Lot 26 should expose favorable conditions and should be stable as designed. Section G-G' (C go r PM 01 Geologic conditions, for the 92 foot high fill over cut slope 1 at the rear of Lots 80 through 84, appears to be highly variable, 1 S. E. Madall & Associates, Inc. Weatherfield Homes Page 17 December 19, 1977 W. O. 605D however, the overall condition presents adverse bedding with dips ranging between 5 and 11 degrees. It is recommended that a buttress with a 120 feet wide key 7 feet deep, be constructed for this slope. (Plates B-4a through B-4k). Section H-H' The west facing 60 foot high cut slope at the rear of Lots 37-40 will expose out of slope bedding which ranges in dip from 7 to 35 degrees. This slope should be constructed with a buttress 50 foot wide by 5 foot deep key. (Plates B-5a through B-5e). Section I -I' V w/avj Mop.' The north facing 50 foot high fill above natural slope below Lots 8 through 13 is expected to expose out of slope bedding on the natural slope. A shear key, 15 feet deep with a 15 foot base width, is recommended at the toe of the fill slope. Plates B-6a through B-6c). Section J-J' (% S Q_ 4t$ The north facing 85 foot high cut slope at the rear of Lot 101 through 103 will become a fill slope due to the recommended removal of the existing landslide in this area. An analysis 1 S. E. Medall & Associates, Inc. Weatherfield Homes Page 18 December 19, 1977 W. O. 605D for this fill slope is included in the appendix as Plates B-23a and B-23b. Section K-K' The natural slope west of and below Lots 82 through 86 is not expected to require stabilization, as preliminary dozer pit ex- cavations and borings reveal bedding structure dipping to the east. Section L-L' i6 The north facing 25 foot high cut slope south of Lots 81 and 82 in the south west corner of the property should expose bedding planes dipping at from between 100 and 200 to the east. This structure is considered neutral in relation to the proposed cut slope configuration. This slope should be stable as designed. Section M-M' vx \ Y e- - 11`' JK tea-->-.r: The 67 foot high north facing cut slope south of Lots 63 through 66 should elpose bedding plane structure dipping at llo to the north resulting in daylight bedding conditions. This slope will require a buttress with key dimensions of 120 feet wide and B7 feet deep. (Plates B-7a through B-7e). e Section N-'N' A northwest facing 98 foot fill over cut slope will be contracted between Lots 55 and 61 Bedding exposed in the cut portion IS. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 19 W. O. 605D of the slope daylights at 140. However warping and folding behind the slope results in an anticlinal structure: Engineering analyses indicate that a buttress fill with key dimensions of 55 foot wide and 3 foot deep will be necessary for stability purposes. Plates B-8a through B-8e). Section O-O' 4 G The 27 foot west facing cut slope at the rear of Lots 43 and 44 will expose adverse bedding with dips of 7 degrees. Calcu- lations indicate that the critical height for this bedding angle is much greater than the slope height, and therefore the proposed slope should be stable. However, due to the geologic conditions to the south (Section HH-HH') a buttress with a 40 foot wide by 5 foot deep key is recommended. Section P-P' a i Bvf Y°" 6Z 1 tp f ypV, uvi ' S SS," A northwest facing 45 foot high fill above natural is proposed at the rear of Lots 5 through 9. Out -of -slope bedding is exposed on the natural slope, below the proposed fi11 slope, with dips ranging from 7 to 14 degrees. A shear key is recommended for this situation. The shear key should have a base width of 15 feet at a depth of 40 feet below the toe of the fill slope. IS. E. Modall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 20 W. O. 605D Plates B-9a through B-9e). Section Q-Q' The natural slope below Lots 2 through 8 exposes out -of -slope bedding ranging between 10 and 13 degrees.. A shear key is recommended for this situation. The shear key should have a base width of 15 feet at a depth of 20 feet down from the property line.for Lots 1 and 2; and a depth of 20 feet below existing ground for Lots 3-5. The 22 foot north facing front slope below Lot 98 exposes out -of - slope bedding with dips ranging from 11 to 14 degrees. This slope should receive a buttress with a key 15 feet wide and 3 feet deep. (Plates B-10a through B-10i). Section R-R' b/e, The 31 foot high north facing cut slope to the rear of Lots 10-13 should expose favorable geology and should be stable as designed. Section S-S' West facing 43 foot cut slope at the rear of Lot 36 will expose adverse bedding with dips of 20 degrees. This slope will require a buttress with a 50 foot wide by 5 foot deep key. (Plates B-lla through B-lle). 1 S. E. Medail & Associates, Inc. Weatherfield Homes December 19, 1977 Page 21 W. O. 605D Section T-T' 5U'Ju.L ti./ 4-A Uii 0v11 rJU PLC,, A- The proposed 66 foot high cut slope and partial fill over cut/ slope south east of Lots 22 through 28 will require a buttress fill. Dozer pit excavations and borings show bedding plane structure dipping at 13 to the northwest. Faulting in the area accounts for some undulatory bedding. However, due to the bedrock structure throughout a majority of this slope, a buttress key is recommended 30 feet wide and 3 feet deep. (Plates B-12a through B-12e). Section U-U` OIL S The 70 foot high, northerly facing fill over cut slope at the rear of Lots 70 through 76 will expose conditions similar to those in Section W-W'. A buttress is also recommended for this slope with an 80 foot wide by 5 foot deep key. (Plates B-13a through B-13e). Section V-V' S't-S/I f _ J ' //7 The 63 foot high northwest facing fill and fill over cut slope south of Lots 29 and 30 will expose adverse geology in cut portion and behind the sliver fill. This slope will require a buttress with a 50 foot wide by 5 foot deep key. (Plates B-14a through B14e). Section W-WI 1V&.J 10 . y0y -J JUV4G tn.- t&A 4 d- The proposed 80 foot high northerly facing, fill over cut slope at the rear of Lots 63 through 72 will expose out -of -slope 1 S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 22 W. O. 605D bedding with dips ranging from 3 to 16 degrees. A buttress is recommended for this slope, and should have an 80 foot wide by 5 foot deep key. (Plates 13-15a-B15e). Section X-X' A014-- The 86 foot high southwest facing natural slope beneath cut 1 Lots 5 through 10 does not appear.to pose a stability problem. B Geologic structure, from outcrops and investigative excavations, is composed of very low angle bedding dipping in a general south- westerly direction. Engineering calculations for this slope show that the critical height is greater than the height of the.slope. (Plate B-16). 1 SectionY-Y' r Y The 20 foot high west facing cut along the. west side of Lot 17 will expose out -of -slope bedding with dips ranging from 6 to 12 degrees. This slope should receive a buttress with a 20 foot wide by 3 foot deep key. (Plates B17a through B-17e). Section The. 92 foot high 'north facing fill over cut slope at the rear of Lots 20-23 will expose out -of -slope bedding with dips of 13 degrees. This slope will require a buttress with a_key width of 120 feet and 7 feet deep. S. E. Medall & Associates, Inc. n Weatherfield IIomes Page 23 December 19, 1977 W. 0. 605D The 25 foot high north facing side yard slope on Lot 35 will expose out of slope bedding which ranges from 16 to 27 degrees. - This slope will require a buttress, however, in order to provide a cut off for the buttress design on Lots 20-23, a shear key has been programmed with a 15 foot base width,'24 feet -deep -below toe. (plates B-18a through B-18m). SectionAA-AA' 6 (G. A 25 foot -south facing fill above natural.slope. Favorable geologic 1 conditions are exposed on the natural and the fill should be stable as designed. Section BB -BB' /" PA 1 x k'V 1 Ic .*'t The 15 foot north facing cut at the rear of Lot 45 would expose e reasonably stable geologic conditions, however, this slope will be removed and replaced as fill by contruction of the buttress on Lots 40 through 44. Section ' CC -CC' A 40 to 45 foot north facing 1, to 1 cut slope is planned for this section of the southern property line. This slope should expose favorable geologic conditions and should be stable as designed. S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 24 W. O. 605D Section DD-DD' Ole The 110 foot high northwest facing natural slope south of Lots 56 and 58 should be stable as proposed. Geologic structure, as exposed in natural outcrops and previous road excavations, indicates bedding planes dipping to the southeast. Section EE-EE' race The southwest facing 36 foot sliver fill, at the rear of Lots 43 through 46, overlies bedrock with adverse conditions and, is not of adequate thickness to perform as a buttress. Therefore, additional depth and width is needed. This slope will require a buttress key width of 15 feet with a depth of 3 feet. (Plates B-19a through B-19e). Section FF-FF' bIll/ The daylighted cut above natural slope on Lot 1 will expose out of slope bedding with dips ranging from 10 to 20 degrees. A shear key should be constructed along the west side. The shear key should have a base width of 15 feet at a depth of 12 feet down at property line. The southwest facing side yard slope along the northeast side of Lot 1 will expose out -of -slope bedding and will require a S. E. Medali & Associates, Inc. 17 Weatherfield Homes Page 25 December 19, 1977 W. O. 605D buttress with a 15 foot wide by 3 foot deep key. (Plates B-20a through B-20e). Section GG-GG' v This section shows the relationship of a small side yard cut on Lot 104 to the adjacent property line. Although this slope will be cut in alluvium, there should be no stability problem. Section HH-HH' The 28 foot high southwest facing cut slope at the rear of Lots 40 through 44 will expose out -of -slope bedding with an.overall dip of about 13 degrees. Taking into consideration this, and, the existing water tank to the east, a buttress is recommended for this slope. The buttress should have a key width of 40 feet and a depth of 5 feet. (Plates B-21a through B-21g). Cut Slopes Less Than 15 Peet High 1 Stability analysis of the "most critical condition" was made for a typical 15 foot deep key was found to be adequate for this condition. (Plates B-22a through B-22e). I Where stabilization of low slopes is definite,.they have been shown on the plan. S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 26 W. O. 605D However, stabilization of other small slopes less than 15 feet in height can best be determined during grading. The need for 1 stabilization will depend on the localized conditions exposed in the low cuts. If stabilization is necessary, a minimum width (15 feet) stab- ilization fill.with a 3 foot deep key should be constructed. Final determination and construction dimensions should be approved by the Soil Engineer and Engineering Geologist. 1 Surficial Slope Stability Surficial slope stability of -the proposed 1.5:1 and 2:1 fills have been conducted. These are included with this report as.Plates 1 B-24 and B-25. The results indicate the depth to the potential failure surface under conditions of complete saturation assuming a factor of safety of 1.5. A1.1 slopes should be planted as soon as possible to retard erosion. Buttress Cut Stability As is the case in all buttress cuts, gross stability during construction is very low. Backs.lope angles shown on the stabilityanalyses are the maximum angles required for stability of the completed buttress. Actual backslope angles are left to the discretion of the contractor as long as the maximum design angle is not L L. E. Medall & Associates, Inc. 1 Weatherfield Homes December 19, 1977 Page 27 W. O. 605D 1 exceeded. ButtressDrainage Internal subdrainage for the designed buttresses will be required. The need for drains in lesser stabilization,fills will be determined during grading based on the exposed conditions. Installation details for the drains will be determined in the field and inspected by the Engineering Geologist. A typical buttress subdrain detail is included as Plate H. 1 Subdrainage It is our opinion that subdrains will probably be required along canyon bottoms where bedrock is exposed. Actual determination of subdrain requirements should be made by the Soils Engineer and Engineering Geologist at the time of grading following examination of canyon cleanouts and bedrock exposures. Where compacted fill is placed below flow line in the canyon bottom the subdrains should be continued without perforations and should be designed to exit through a down drain or into a storm -drain catch basin. The suggested layout of the .recommended subdrainage system along the canyon areas are shown on the geologic map. The recommended filter material around the perforated pipe and size of pipe per- 1 S. E. Medall & Associates, Inc. 1 1 Weatherfield Homes Page 28 December 19, 1977 W. O_ 605D orations are based on the following criteria which will prevent migration of fines through the filter, insure sufficient perme- ability, and prevent migration of filter material through the pipe performations. To prevent migration of fines or piping: D15 (of filter) ................... 5 1 D85 (of native soil) To ensure sufficient permeability: D1 5 (filter) 5 D15 (native soil) To prevent movement of filter material through pipe holes or slots: OD85 (of filter) 2 Slot Width or D85 (of filter) Hole diameter BS. E. Medall & Associates, Inc. 1.0 tWeatherfield Homes Page 29 December 19, 1977 W. O. 605D The pipe perforations or slots should be restricted to approximately the bottom 40 percent of the pipe circumference. The upper end of the pipe should be plugged. The foregoing criteria are reflected in the attached grainsize distribution curves showing the gradation of the native soils or fill materials and the filter. (Plate K). Blanket Fill 1. All pad areas above buttresses or stabilization fills should all overexcavated to a depth of 3 feet and rebuilt with a more cohesive soil type to impede intrusion of water. Topsoil or fill generated from siltstone would be best suited for these caps. 2. Pad areas superjacent to the steep natural slopes should be capped with three feet of compacted cohesive fill to 1 reduce the infiltration of water into the bedrock. 3. The on -size clayey siltstones are expected to be more expansive than the sandstones. If these two rock materials are exposed adjacent to each other on a building pad, both should be overexcavated at least 3 feet below finished pad grade, uniformly blended with each other and replaced IS. E. Medall & Associates, Inc. I Weatherfeild Homes December 19, 1977 Page 30 W. O. 605D as 90 percent compacted fill. The same processing should be performed in areas to be paved, except that at least one foot of blended material is required underneath the pavement structure. A. Blanket fills should also be considered on cut pads where bedrock materials are too hard for normal trenching. Excavatability of Bedrock Though no seismic rippability study was performed in conjunction with this investigation, it is our opinion, from experience in the area, that excavations can be made onsite utilizing conven- tional equipment (e.g. CAT D9G with rippers). Shrinkage,Bulking and Subsidence Shrinkage as a result of recompaction of the loose topsoil and upper portions of the colluvium will occur. Bulking or increase in volume should be expected if rock materials and the lower portion of the'colluvium are excavated and used as fill material. Subsidence due to placement of fill and vibration of heavy equipment will occur within the fill placed. 1 1 S. E. Medall & Associates, Inc. Weatherfeild Homes Page 31 Settlement December 19, 1977 W. O. 605D Based upon anticipated relatively light foundation loadings, con- solidation characteristics of the existing soils and anticipated compacted fill, settlement should be minimal (i.e. less than 1/4 inch differential) providing recommendations contained herein are incorporated into the design and construction. Foundations 1. For design purposes, a maximum allowable bearing capacity 1 2. of 1500 pounds per square foot at minimum embedment of 12 inches into firm natural ground or approved compacted fill may be used for continuous footing and square pad foundations. The above values may be increased to 2000 pounds per square foot for foundations embedded into firm bedrock. The above values may be increase 1/3 when considering seismic or wind loadings of short duration. ' To provide uniform bearing conditions, all foundations for isolated individual structures should be embedded in the same bearing materials such as entirely in bedrock or entirely in compacted fill. 3. In designing to resist horizontal loads, lateral resistance of 200 pounds per square foot per foot of embedment to the 1 S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 32 W. O. 605D maximum allowable bearing value and a friction factor of 0.4 may be used where slabs or footings are cast against firm natural ground or compacted fill. These values may be increased to 300 pounds per square foot per foot of embedment and 0.5, respectively for footings or slabs 1 cast against firm bedrock. Friction and lateral bearing may be combined, provided the lateral bearing resistance does not exceed 2/3 of the allowable lateral bearing. 4. Where free standing retaining structures are proposed, a minimum equivalent fluid weight for lateral soil loading of 30 pounds per cubic foot may be utilized for design, provided a level, non -expansive backfill is maintained. The above values should be increased to 43 and 55 pounds per cubic foot for structures retaining 2:1 and 1.5:1 ascending backfill conditions respectively. All retaining structures should include appropriate allowances for anticipated surcharge loadings, where applicable. If walls are restrained against free movement (1%+ of wall height), those walls should be designed for lateral soil loading approaching the at -rest condition. Design criteria for restrained wall conditions 1 S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 Page 33 W. O. 605D as well as walls which undercut bedding a reduce buttress support should be considered subject to specific evaluation „ by the Soil Engineer. If onsite soils are considered for use as backf.i.11, appropriate allowances should be also made for expansive soil conditions. Unless retaining structures are designed to resist potential seepage forces, all such structures should include an ap- propriately designed wall backdrain system, where applicable. It should be noted that the use of compaction equipment in close proximity to retaining structures can result in excess wall movement and/or lateral soil loadings exceeding the design values. in this regard, care should be taken during backfilling operations. f5. Based on the expansion index testing, it was determined that on -site soils generally possess low to medium expansion potential. In view of this, additional reinforcing will be needed for conventional footings and slabs -on -grade. eIn this regard the following preliminary criteria should be considered for conventional footings and slabs -on -grade founded on expansive soils. 1 S. E. Medall & Associates, Inc. Weatherfield Homes Page 34 December 19, 1977 W. O. 605D MINIMUM FOUNDATION REQUIREMENTS Expansion Potential. Low Medium Footing Width One story ------------ 12 inches 12 inches Two story ------------ 15 inches 15 inches Exterior Footing Depth One story ------------ 12 inches 18 inches Two story ------------- 18 inches 18 inches Interior Footing Depth One story -- 12 inches 18 inches Two story ------------ 12 inches 1.8 inches Footing Reinforcement -- 2-#4 bars; one 2-#4 bars; one placed near the placed near the top and the other top and the other near the bottom. near the bottom. Slab Thickness ------- 4 inches nominal 9 inches nominal Slab Reinforcement --- 6 inches x 6 inches 6 inches x 6 inches No. 10 x No. 10 wire No. 10 x No. 10 wire mesh at midheight Mesh at midheight Moisture Barrier ----- 6 mil membrane, such as visqueen with 1 inch moist sand on top. Garage Slab Reinforce- ment - -6 inches x 6 inches 6 inches x 6 inches No. 10 by No. 10 wire No. 10 by No. 20 mesh at midheight. wire mesh at mid - height. Subgrade Moisture Con- tent Beneath Slabs - Above optimum 110o above optimum moisture content 0 S. E. Medall & Associates, Inc. Weatherfield Homes Page.35 December 19, 1977 W. O. 605D The expansion potential of the subgrade soils below footings and slabs -on -grade will again be determined upon completion of grading to verify the actual conditions if conventional foundations are utilized. A separate report will be submitted presenting our final design criteria for conventional footings and slabs - on -grade. If post -tensioned slabs are used, conventional reinforcing, configuration, and presaturation will be not required. Post tentioned slab design should be developed by the structural engineer. 6. All foundation excavations should be inspected and approved by the soils engineer prior to placement of forms, reinforce- ment or concrete. The excavations should be trimmed neat, level and square. All loose, sloughed, and moisture softened materials should be removed prior to the placement of concrete. Materials from footing excavations should not be spread in slab -on -grade areas unless it is compacted and tested. 7. It is anticipated that the onsite soils will retain significant moisture. In this regard, slabs proposed on grade in areas to be tiled or carpeted should be provided with a moisture barrier such as a "V:i.squeen" membrane or equivalent. Visqueen", if adopted, should be placed at grade and be overlain by a minimum of one inch of protective sand 1 S. E. Medall & Associates, Inc. Weatherfield Homes Page 36 December 19, 1977 W. O. 605D cover. It should also be heavily overlapped or sealed at all splices. The above foundation recommendations should be considered applicable for all one or two-story conventionally constructed structures. The above recommendations should also be considered applicable to all associated structures such as retaining walls, planter foundations and block wall foundations. SUMMARY This report was prepared to aid the project designers, reviewing agencies, grading contractor, owner and other concerned parties in completing their responsiblilities for the successful completion of this project. The findings and recommendations contained herein were prepared in accordance with generally accepted pro- fessional engineering principles and practice. The findings and recommendations herein are based on the specific test excavations, laboratory test, and observations as noted. / No restricted use areas exist, on building pad or street areas® Q as currently shown on the grading plans.r9/ - Vf s IS. E. Medall & Associates, Inc. Weatherfield Homes Page 37 December 19, 1977 W. O. 605D Grading or building in natural areas, or on slopes could affect their stability. Therefore, should future grading or structures - be planned for such areas, detailed investigations and analysis should be performed. These investigations should include but not be limited to maintaining the stability of the currently planned grading as indicated on the enclosed plans. Though not anticipated, if conditions are encountered during construction that appear to be different than those as shown in our Log of Trenches and Log of Borings, this office should be notified. This report should be considered subject to review by the controlling authorities for the project. Though not anticipated, such authorities may request additional. information. All comments by the governing authorities should be forwarded to our office for review. The opportunity to work with you on this project is appreciated. If you should have any questions regarding the information contained herein or other questions relating to site soils and geologic 1 S. E. Medall & Associates, Inc. Weatherfield Homes Page 38 December 19, 1977 W. O. 605D 1 conditions, please contact our office at your convenience. Respectfully submitted, S. E. MEDA;LL & ASSOCIATES, INC. J N H. DArLBY project Engineer ReviewedAy, GitEGOJ W. R.C.E. 260 Director o Engineering Services JHD:MIB:GWA:DRE:ls MICHAEL I. BRACHER Project Geologist 02 / DAN R. EBE 'RT C.E.G. 965 Enclosures: Geologic Map - Plate I (in pocket) Geologic Legend - Plate II Geologic Cross -sections - Plate III (in pocket) Boring Logs - Plate A-1 through A-8 Stability Analyses - Plates B-1 through B-25 Typical Stabilization Fill Detail - Plate C Typical Fill Over Cut Slope Detail - Plate D Typical Fill Over Natural Slope Detail - Plate E Typical Transition Lot Detail - Plate F Typical Canyon Subdrain Detail - Plate G Typical Buttress Subdrain .Detail - Plate H Over -sized Material Disposal Detail - Plate J Filter Gradation Curve - Plate K Shear Test Diagrams - Plates L-1 through L-3 Standard Grading Specifications . c: (4) Addressee 4) V.T.N. Consolidated - Attn: Mr. Jack Reeves (hand -delivered) 2) Los Angeles County - Attn: Mr. Dave Popplar (hand -delivered) S. E. Medall & Associates, Inc. 1 t 1 A P P E N D I X i i I 1 I1S. E. Medall & Associates, Inc. Weatherfield Homes December 19, 1977 W. O. 605-D FIELD INVESTIGATION The field investigation was initiated on July 11, 1977 and completed on November 23, 1977, by excavating 8 exploratory borings and 61 dozer trenches. The exploratory borings were excavated by using a truck -mounted bucket drill rig, equipped with a 24-inch diameter bucket. Trenches were excavated using a D-8H series caterpiller track mounted bulldozer. The depths of the exploratory borings and the trenches ranged between 38 and 83 feet and between 4 and 17 feet, respectively. Locations of the borings and trenches are shown on the enclosed Geologic Map, Plate I. During this investigation, the soil and bedrock materials en- countered were continuously logged by our field geologist and were classified in accordance with the Unified Soil Classification System. The final logs of the exploratory borings are presented in Plates A-1 through A-8. Respresentative bulk and undisturbed samples of the soils encountered were recovered for laboratory testing. and analysis. Undisturbed samples were obtained by driving a ring -lined steel sampler into the desired strata utilizing the weight of the drill rig's Kelly Bar. The ring -lined soil samples were then sealed :in I S. E. Medall & Associates, Inc. IWeatherfield Homes December 19, 1977 W. O. 605-D waterproof containers to minimize loss of moisture. 1 LABORATORY TEST PROCEDURES A. Moisture -Density: Field moisture content and dry density were determined for each undisturbed sample obtained. This information was an aid to classification and permitted recognition of variations in material consistency with Bdepth. The dry unit weight was determined in pounds per cubic foot, and the field moisture content was expressed as a percent- age of the soil's dry weight. The results are presented in the boring logs. B. Classification: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. C. Compaction Tests: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with ASTM Standard Test Method D-1557-70, the five -layer method. The results of these tests are summarized as follows: II 1 S. E. Medall & Associates, Inc. Weatherfield Homes Material Density (pcf) Clayey siltstone 105 Black silty clay (CL) 102 Orange brown silty sand (SM) 115 December 19, 1977 W. O. 605-D Optimum Moisture Content, ° 0 21 22 15 D. Direct Shear Tests: Direct shear tests were performed on undisturbed and remolded samples to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches and a height of 1 inch. Samples were tested at 1 different vertical loads and at increased moisture contents. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of these tests are plotted in Plates K-1 through K-3. E. Expansion Index Test: To determine the expansion potential of the surficial soils, an expansion index test was conducted in accordance with Section 2904 (b), Standard 29-2 of the Uniform Building Code. The results of this test are given below: 1 1 S. E. Medall & Associates, Inc. III a Weatherfield Homes December 19, 1977 W. O. 605-D Dry Moisture Content Expansion Expansion Soil Type Density (pc Before After Index Potential Clayey silt - stone 100.7 12.7 28.0 86 Medium Br. clayey sand (SC) 104.6 11.2 22.3 66 Medium Lt. Br. sandy Bclay 106.0 1.0.9 22.0 62 Medium Siltstone- sandstone 101.6 12.0 23.0 47 Low At the conclusion of grading a lot by lot analysis of expansive soil condi tions will be conducted prior to the final recommendations for foundations of the proposed residences. 1 IV S. E. Medall & Associates, Inc. r S. E. Medall & Associates, Inc. BORA NG LOG 11 1 1 11 I 11 IH 17 Project_ Weathe-KLj-Qld Boring No, 1 Location niamaiu Bnr W.O 605-n Drill Dote 77 Surfoce Elev 842 ft t Logged by-_,L13 Driving E,nergv29o0 . m Cha'.I t -, A S. E. Medall & Associates, Inc.;! 1 BOR;1 NG LOG f } Project..i r Boring No. l ocation W papd liar W.0--- 6n5-„ Drill Date 7/7R/1 Surface Elev_-$.42 E.± Logged by_1,;g Driving Energy 2500 lbs. or a 3 w o u ro of0 UNIT (soil, fill, alluvium, siltstone, etc.) MATERIAL DESCRIPTION Msond, silt, cloy, color, consolidation, etc.} ATTITUDE MEASUREMENTS: B-Dedding F-Fault J - Joint RS-Rupture Surface C- Contort S - Shear J m y n 0or NC) Nr'N wo LJU) a C-GCSE 8- BAG wO o p o r_ oQ 15 @16' Same shear as @13' S:N26E @ 650W. Interbedded Sandstone, siltstone, & shale\ well bedded. @17' B:N30E @ 240SE. 20 - @20' Bedding becomming convolute, small discontinious beds of sandstone and siltstone. @23' B:N37E @ 360SE. 25 _ @26' Bedding becomming highly disturbed. tip- 30- @30' CJ.ay seam - clayey sand, very moist, slicicenslides,- gouge -zone $ tlticic'=S • N15E @ 130NW 1 IiCC} 2 of d n .nTr. A -11, 7 S. E. Medall & Associates, Inc. noI:I NG LOG Project SJeatherfield Boring No. 1 T Location Diamond Bar __W.0_ 605D Drill Dale Surface Elev_842 f-t ± Logged by --- i-TB Driving .Energy_25Q0-abs. W o UNIT (soil, fill, alluvium, siltstone, etc.) m 0 w° fAATERIAL DESCRIPTION (%send, silt, cloy; color, W C-CORE y- zw a x xo consolidotion, etc.) ATTITUDE MEASUREMENTS; J w3t 8-BAG o 3 w B-Bedding F-Foult v Z o J - Joint P,S-Rupture Surfoce C- Contact S -. Shear 30 Continued Sandstone, Siltstone, shale - well bedded moderate induration, damp @31' B:N15E @ 180SE. @34' fractures creating o en voids. J:N25E @ 900 bedding here unu. ate\ genera. 10 111 orientation B:N70E:@7.04N.\ 35- @34 1/2' hard concretionary sandstone laye 1 foot thick, well cemented:, Sandstone - darkkbrown, massive, -mod. induration damp. @36 1/2' S:N10E @ 740SE West side is up displacement 6", numerous minor shears of, same general orientation. @37. 11/2' B:N15E @ 60Nw. @381/ 2' B:N38E; @8oNW. @39 1/2' Concretionary sandstone, dark brown, medium grained, well -cemented. Dark green to light gray siltstone and dirk brown sandstone, damp, poorly bedded. @44' B:N68E @ 80NW. @44 1/2' 2" thick concretionary layer. 45-- shef- 1 'l of S. E. Medall & Asz;oclates, Inc. BORING LOG Pro ject-Ideather£aeld Boring Na. 1 LOCOtIOn _- Diamnn rl Rnr ._— Surface Elev 842 ft ± Logged by—.LL&__— W.0__ja5i1_Drill Dote 7/m/77 Driving Rnergy_2500_lbs, w a3 w o c o 0 UNIT (soil, fill, Alluvium, siIts tone, etc.) MATERIAL DESCRIPTION (%sond, silt, cloy; color, consolidation, etc.) ATTITUDE MEASUREMENTS: B- Bedding F-Foult J - Joint RS-Rupture Surface C- Contact S - Shear m in N n` A o No to , 0 iY `- w 3 zC' CCORE 4- E1AG N K M jzo 45 Siltstone - dark gray, hard, damp, some 2" thick sand layers. @47' very hard, dark brown siltstone. @48 1/2' J:N45W @ 830NE and J:N60E @ 900, both are well -developed systoms. @49' 4" thick concretionary layer. 50 @52' S:N18E @ 110NW. Sandstone - dark gray, some fine grained micaceous grains, and interbedded siltstone very y hardmaterial throughout this unit. 55 - @60', 6" thick,concretionary layer 60 - S: N25E @ 110NW. Fnd_} 3oring_ fi5' . --- I Shirt L of L I S. E. Medall & Associates, In - BORING .'% tJ I. I I 0 1 I 1 1 1 11 Project Weatherf ylt _ Boring No._7 'f Location , tli mmrind, Rgr . Surface Elev- 896 ft. ± Logged by tTa W.O 6nRn Drill Dote 7119177 Driving ,Energy 2500_Ibs. a LF xY o J u o 0 UNIT (soil, fill, alluvium, siltstona, atc.) MATERIAL DESCRIPTION (%sand, silt, cloy; color, consolidation etc.) ATTITUDE MEASUREMENTS: 8-Bedding F-Fault J - Joint RS-Rupture Surface C- Contor.t S - Shear m N n a u Ul wo a'° C-CORE 13-BAG in z o, o rz 0 Colluvium: Clayey fine nd - brown, moist, loose to medium dense. SC Bedrock: Interbedded sandstone, siltstone shale, tan to gray, medium grained sand\ moderate induration @3' B:NlOW @ 25NE. 2 weatliered in upper foot. 5 @5 1/2' Bedding becomming discontinuous and fractured, root material observed to 11'. @9' B:N35E @ 25oSE. 10- 60)OSE. @11' Contorted bedding N40@111/2' B:N25E @ 33oSE. @13' Conspf :c,.ious-medium grained sandstone lease, `rly cemented, contained within dark gray, " 4/. tone unit of variable tthickness33/to 1/32" thick. @14' B:N38E @ 2014. 15- Sheet I of 3 S. E. Medall & Associates, Inc. '% BOPI ECG LOG Project ldParherfiolrl Boring No. 2 Location Diamond tzar W.0___6p5LL_Drill Date 7/1_. 4,.-_/y7 Surface E1ev.--a96 fr_± Logged by__-aJ$ Driving .F.nerg;L s. 1 I 11 11 1 1 1,. 1 11 I I 1 I 1 1 w a 3 xf W o o o c UNIT (soil fill alluvium siltstone etc.) MATERIAL DESCRIPTION Msand, silt, clay; color, consolidation, etc.JATTITUDEMEASUREMENTS:a B-Dedding F-Foultso J - Joint RS-Rupture Surface C- Contact S r Shear N6 j a w> aC0 CORE B-BAG Z - o 0 i z 0 0 15 below 16' predominately coarse grained sandstone, conglomeratic below 17' some 2" caliche nodules. 20 19 1/2' clayey siltstone- gray, poorly bedded approximately 2" maximum thickness underlain by fine to medium sandstone, tan, very friable, damp. @22' color change to light reddish brown, and occurrence of cobble sized, rounded clasts. @23' Interbedded clayey siltstone and massive light gray to tan sandstone in a highly disturbed zone. 25 - @25 1/2' Color change to reddish brown with occurrence of isolated siltstone nodules. @26' B:N65W @ 11ONE. @27'-28' some current bedding in sandstone beet. @2$' fault gouge zone: N25E @ 65SE. 2" thick showing slickensides. \ U 029 1/2' same gouge zone: NlOW @ 1' 4E,1 30- Leaves hole @ 30'. Sheet 2 of 3 nT.A'rF\A--91, , I S. E. Medall & Associates, Inc. BORING LOG Project Weatherfield pl4 2BoringNo.V Location Diamond Bar\ W.0 fi05n Drill Date 7/19177 Surface Elev 896 ft.t Logged by \JJB Driving .Energv 500 'tbs. L0 a 3 a„ C9 o acc 0 UNIT (soil fill alluvium siltstone etc.) MATERIAL DESCRIPTION I%sand, Ill. clay; color, consolid4ion, etc.) ATTITUDE MEASUREMENTS: \\a B-Dzddin9 -Fault \ J - Joint RS-Rupture Surface \ C- Contort S - Shear Jo N o N~ z J a° GCORE e-f3AC z w oo r o p w° rz o~ 5z 30 @30 1/2'- Clay seam 1/2" thick highly plast- ic'clay, moist to very iioist slickensid6s, some,, dehxis'cla is greenish gray in color. &_-.NNW 90SW. q f 6 Siltstone - blueish gray, well inrh rar A poorly bedded,some orange iron de staining, some interbedded micaceous sand- stone. @32' B:N45W @.40SW. @32 1/2' Siltstone becoming harder \ndpresenceofwell -cemented sandstone @34 1/2' B:N8W @ 60SW. 35 - End goring @ 38'. Note: No caving. groundwater, not encountered. 40" Sheet 3 of 3 11, ATP A 0 oyect__ WC.therfa.eld .—. uo.in; NO, _3 ,_L:cC lion Diamond -Bar — oe^ E!-: `' .94 f1± LC99'd bY-]JB---- 77605g_Drill Date.-7j2Oj77 Driving Energy 25D-a_-lbs. n rR c, 0 j n. a v. UNIT (coil, ?ill, olluviun, Siltciono, etc.) t`AT ERIAL DESCRIPTION (%wad, cu:»cGdc;Eo n, e;c.) I I r;icitS r: _r.; cR.TS: D-Eccding J - Joint PS -Rupture Surtoce C- Contort S - Shear _ rnn.. ion o) c_ nqrJ-. G I I I Bedrock: Sandstone - highly fractured, weathered in upper 2 ft, medium grained, tan, containing some interbedded siltstone. Very disturbed material, open fractures 1 i wide. 5 C Siltstone and Shale -light greenishto graylight tan, poorly bedded @7ft: B:EW J: N35E @ 75SE well -developed system. 7 @lu-, ft. B:N20E @ SNW. I C @12 ft. B:N85E @ 16NW. 1 f 15 Massive Sandstone - tan, fine to medium, grained, friablecemented,— 6poorlydamp, fractured. s @15 ft. J:N80W @ 82SW. j course grained @17.ft. RecommingF@22 I @20 ft, open fractures 2" wide 'J:NSOW".@ 90 B: EW @ 25N.- ft, fractures' open to 8", some filled withloose sand. vy 1 i 20 -i f I 25 J: N10E @ 90. i @26 ft. wel -cemented 1`ay r ofsandstone approximately one foot thick, light gray- 2- j i j------ 30 siltstone layer, 3" thick, dark-- @30 ft, y greenish gray B:N65E @ 18N. 1 I ihcet1 : ; 2 Boring No.- 1--1-occhoo—Di-a E!cv.-- V,'Q-605D— D, i I I t-jc'tc --7/20/-7-7- Rivitig Energy—_ U UNIT (soil I011uviun sillstoneflc.)0 ' 6-ATERI L DESCRIPTION'%nnd. ii:' 0 3- 7- ATTITUDE ;,^.EASW Ei.;ENTS-\ 0 - Doddinc, F-Foult 60 0 0 cl: J- Joint e Surface 0 Uj j- c:: n Q LC - Con tart S - Shear 30 7 @30 1/ 2 ft., B:N82E@ IIN. \ 0 Below 30 1/2 ft, predominately siltsto\ne and - shale. IV @34 ft. B:N50E @ 12N-,very loose sat caving 35- below 34 ft. 40 Interbedded sandstone silt stone & shale, light to dark gray, medium grained sand- stone. 50 j i 5 5 Bottom @ 70 ft. Note: Ground water,. not encountered. 60 i Project^_We_ath&r_field-- - Boring No._ 4. Il Location—Diamoud lar — O_..605D_. _- Drill Sern C. -1015--ft Logged bf_JJ.B_.—.— Driving Energy_250 ltis. i Q u S n n p a i E-1 UNIT (salt, .III, a!iUViU (:7, 5114 SI0ne, CSC.) AIFRIAL DESCMP IOt•J cfc co'nr,'.'.. AI C (;••CJ:15GL u.^.1 iJli, FiC.} ATTITUDE 3 Ec,iding F-Fault J-Joint PS -Rupture Surfoce G Costar.;_ S - Shear 6 W ici cj. caMC o. r a: c0'.J nz h 0 Colluvium: Silty clay -dark brown to black, soft, moist,.porous, roots, caliche streaks. becomming sandy @ 4'. 5- Weathered Bedrock: Interbedded sandstone siltstone, shale - yellowish tan sandstone to dark greensih gray in shale,highly dis- turbed material,lenses and blocky clasts of shale within sandstone matrix, highly fract- I ured. 1 1 I10 i 1 Bedrock predominately sandstone; light tan,J_ damp, very friable. odium graicied with f interb UcTeec silts tone - greenish gray, moist poorly bedded. \ I ll— @10 minor raveling. @14' B:NISE, 14W. 1 r@16' 15 ( J:N30L'- Q 64SE. i i @19' Highly weatheredrlken,and oose_ 1 i 20 containing root material within -fractures concretionary boulder sired clasts; ravelingi I extends l' & into boring wall within a 2' vertical zone. @22 1/2' B:N60W, 18SW. @24' material becomming harder T 25 B:N10W, 18SW I 30 y r---..-i I E @29' concretionary sandstone layer. 6" thick underlain by interbedded siltstone and shale in layers 1/4" to 3", thick,uniformly oriented @31' B: NSE, 9W. I 2t 1 c, 2 A-4a S. E. Neda11 s"-c ASS0CI:-'.Ca3, MC: Pro iect-. We_a.therField-, E3o:ir:g NO. Cocalion Diamond Bar __-_ _W.0 605D -Drill Dote- 7-/21/77 Surface tev._ J(Zl$_Et.± Logged b7 JJB_ D:ivingL:n r<. - 2500 lbs. o UNIT (soi) ll, cliuviun, sil) tuna, etc.) o F to°- c> m:1rERIAL DESCr I?T)0Y (\s^,nrl, silt, dcy; co!ur, Nc' I a0=c o Fz Q a ATTITUDE ?<1cASURE:YH,N)TS: i GLo Q Ei-Saddin9 F-FcuI tit co J -JoinRS-Rupture S'ur'reca a o C- Contact S- Sheer 30 - @31' B:N5E, 9W. j 35 -1 l((( @36 showing iron oxide largejjfracturesstaintng-' J:N60L, 80SE. @38' concretionary sandstone, layer approx. 1 ft. fractures thickcontainiiigop.en 2= wide underlain by a loose siltstone layer. 40 - This material below 39' is very disturbed. Ld 1 j) 1 45 0 50 1 @5 66 ,thickclayseam, very plastic, clay, dark grayto light brown, slickensi.des 55 `-- S tiN40W 12SW. @54 1/2' B:N5014, lOSW s:iltstone and shales I below the clayseam are very Karel, dark gray, i 1 i icaceous, and well -bedded. 1 End Boring 155' j l I Note: Groundwater, not encountered. Sheer 2' of 2 i TIT c,ml, n-4 Praject____Weathe-rfi ld ___—_- J E;orinii qo.w`_LoCution—Diamond-Bar—.. - Surfcce FIcv_ 018-£t ± Lagged by 1V. Q 05D .Drill Dale_7./21/_7-Z DrivingYnergy 2500-tbs. r, coil, rill, ollu%ium, J?dIT 5 ItstJna aiC.} mo w U I L- J c> J INATI—RIAL DESCP)PT(Oy 9 ATTITUDE MEASUR_,1-=NTS: con;ohda;ion,etc.)i_ 0 g.nG a w c r3-i3Uddino F-Fault v r 70 0 8 J - Joint S-Rupture Surface. fc t„7 a U j—(— C- Contcrt S- Shear Colluvium: Sandy silt - dark brown, porous, ML dry, containing roots. FI Clayey Sand -.dark to reddish brown, damp, SC loose, some root material. 5 I r Bedrock: Sandstone, massive, medium grained, poorly cementaci? very fr:i.able, weathered in upper 1 1/2 ft. interm.i.ttant discon[nuous I j— j 10- siltstone lenses. \k @11' Shear zone S:N30W @ 600NE, approx. 1/8" D 3 wide. i 15 - i 3 @18' concretions of bo\size a zone 1111 j __ 1 1/2 ft. thick. @19 1/2 ft. B:1435E @ 34W (siltstone layer 20 2" thick.); \ t i-- Silty sandstone - fine grained n`onnted? light gray fractured, numerous shears offse 3 bedding approx. 2" @22' S:NSW @600E. v J- @23' fault.o£fsets thin siltstone bed 3" j vertically B:N35E @ 42N. F:N40£ @. 64SE, t t I normal fault. fault zone appears 1 1/2wider 25- Sandstone - coarse - grained, yellowish brown, ft. thick, Ctzi.ablc massive. 1 Predominately siltstone and shale with j occaisioaal Sandstone .layers, light yellow brown to dark greenish gray, orange 30 I oxidation staining. I i Sher- L- 1 of I j PT.Atrl-' A- .1 8 S. EL N11: Cd."1" i1 -.::t Ai 35GClc'.Ies' Inca B-:0IJailU 1Project__ Aeathexfie,c ----- Gorinq N: __---_Locution_—Diamond I3ar.-- --- W.0_-605l)—DriI! aSuriece cicv. J9,1.$-t.+ Logged by LlB___ Driving};a.>r-j S00-1 j UNIT (sail, fill, alloviw;, silis3on>, etc.) o r i AAi RIAL DESC IPTIOY (%sand, silt, c u; cau Iu f- c ATIITUDG is AJIJ'}A _i Gon 0liC0tipn, etc.) 1au { ui ci rC N 9-$4G u c? w a a-avddiny-It Y_ n` fo loinPS-qupture. Surince. a o C- Contcr. t S- Sheer CONTINUED Sandstone - yellowish tan. massive. T 1 30 @33' undulating siltstone bed, 1 1/2" thick 135 - @35' inderbedded shale,light to dark gray,\ orange stained bedding planes, damp B:N45E @ 19NW. Y\ 138'Fault zone ]." wide 6" vertical offset, IIII normal fault F:N35E @ 64E.west side of fault B: N65E @ 24NW. I 40' @411/ 2 ft. concretionary sandstone bed I S" thick. @42 ften .- opvoids approx_. 1/2" wide. @43 ft.- a @44 ft. fault of 4" vertical displacement A' 45 - normal. fault F: N54E 74SE.south side of fault j11 B:N60E @ 18oN14. I 1 @@47 ft. concretionary ands o e 4" thick. 3 47 1/2 ft. B:N24E @ 8 NW. 50-.-1 @50 ft. B:N70E @ 190 W. I @51 1/2 ft. concretionary sandstone 6"- i' -; thick S:N35E @ 730S1E. @54 ft. B:N35G 25NW. ti j l t ---, I ss ISlieet2+ cE 3 S. 4_ i i i 6 C L. %_, - •d troject Weather ie1d_ Boring No. 5 Location _Diamon tSurfcce Elev. 1018 t.± l_ogg2d b7—.i.IB - i;.0.._405D—Drill Dafe_7_(21•/_7Z Driving Energy_21+OO bs. a w Jo o Ra UNIT (soil, fill, nituviurn, siitsfone, etc.) 2ATCRU%L DESCRli'TIOIN (%„cd, „it, C;cy cs'or, n C695Ci: C.;:on, eic,} ATTITt DE G EASUF,EI_;FF'TS B-EedJinr F Foal; J - Join' FS-Rupture Sur"ace C- contor,.t S -- Shear, t n ; 0N 6 c CCU::= a -free o i z 0 55_ @59 ft. N57E @ 5180W.) @60 1/2 ft. caving in a zo`e 1 1/2' thick. @61 ft. dl:N60E @ 110NW. 60 @62 ft. F:N35E @ 900 west side is down, CB:N22E @ 41NW on west side. @64 ft. bedding is contorted irregular, and highly fractured in association with\fault- ine.gouge zone here is 8" thick B:EW @I7.5S General orientation). y65 - @67 ft. B:N60W @ 16NE.' @68 ft. siltstone bed containing slickenside. l andst 6" thick @ 180SmediumSandstone - tan. fine to medium grained, fine t 70 - damp, massive. friable. 1 End Boring @ 72 ft. t Note:Groundwater, not encountered. i Sh•_t 3 't 3 D I A -.17 A-5e tojeci V,ea.thesSield -_ c-- amond :0-l)—Drill GctBorin, NO 41Loohon _-DiS_t22/_ZL ur;c e Elrv._92$_.f.t± Loga,d by-JjB-.--- Driving EnergY_750 L_ 1UNIT ( soil `ill alluvium siltstone etc.) w U RI - L DESCF, I P-C IO:d (/osond, silt, dcy; conr, 01 . G:15;_ a a c O:rco;:<'Ation, c1c.) ATTITUDE i:ic .SUr':( i:iC(:TS: U) ti iv3-BaG n,- a cC- Ecdding r-Point a r r o J - Joint F;S-Rupture Surfoce LA n n I C- Contact S-Shear p— Colluvium: Sandv silt - dark brown, porous, ML roots, dry, loose. Weathered bedrock: Sandstone, yellowish tan, dry, loose. \ Bedrock: interbedded siltstone & shale l/8" to 1 3/4" thick layers greenish gray, @4' R:N7W @ 12SW Damp. i Sandstone - massive, tan. fine grained_ fractured, roots, friable @5' J:N64E damp. Tntnrb- dded siltstone & shale - ereenish erav o 1 Sandstone - tan, massive, fine grained, fri.ab- le containing discontinuous lenses of silt - stone & shale 2" thick. @12' Uecomming medium grained. @.13' 2" thick siltstone layer undulating general orientation N35W @ 13SW. Poorly bedded siltstone, ereenish gray,roots observed along fractures. 15 -i r l i 3 e L '.'. -Y L. l.9 _I Uoject_ Wen r Pr IF;eld Boring No. 6 Locclion --Diamond-Bar turfuce Etev. 928_Lt.1' Logged by_Jlit 1 V,. 0--fiD5A-0,iII Gate 7-f22-f77 Driving Energy-750— W a Ll a o J V a a u UN' I T (soil,fill) alluvium, siltstone) etc.) i4A ERI",L 0;:,;icmp-& lom (%Sond, silt, cloy; cobr, eonsolidntion, etc} ATTITUDEi'lEASUr^,EPSENTS: 3- Fcddino r-Fault J - Joint J RS-Rupture Surfoce C- Contact S - Shear CJ - c 3::6. a= u 0 N n Ut1 CCpi 00 t u" G- Cl.`t= N•_ 4I o r o Lt. r cit 0 15 - F1 Massive sanrlst-ne fine to medium, grained, very friable,light yellowish brown, damp. Interbedded sandstone, siltstone & shale - very ' irregular bedding. @19 1/2' Isolated layers of siltstone, 20 - discontinuous bedding. 1 @22' Convolute•Beddine. @23' B: N35W @ 90SW. ti 25 - @25 1/2' Isolated 1blocks of poorly fissile si.ltstone. light.greenish gray. t @25 1/ 2' shear zone SINS @ 50oE bedding off- set 4" vertically Siltstnne - gray, damp, poorly bedded,. general attitude N81430SW. r' 3 Q Sandstone - light tan to grayish brown, massive, fine to coarse grained. becommi.ntt strictly coarse Brained @291. k_P oor.l.y cement d el.ow 31'- 130 I—- I_._ Q St:_2r.; 3 D. Projecl,de rharf;a lAri f Boring No. ocalion ni imnn Surface Elev._92R ft.± a i e l i 1 I, I C. Itl ICUdll C( H"I'v Ulcltt5 BORING LOG Logged byT1R W.0 05D Drill Dote 7/22/77 Driving Energy 750 - c it 1-or o o UNIT (soil, fill, alluvium, siltstone, etc.) MATERIAL DESCRIPTION {%sand, sit:, clay; color, I eoasolidotion, etc.} ATTITUDE MEASUREMENTS: on0 1740,ult J - Joint RS-Rupture Surface C- Contact S-Shear m N W No o am C-CORE p-EinG r z aIsnWr o 4,0 F 7 30 Continued from 31'. @33'' root material within fractures of a'. stone & shale B:N38E 30NW. @33 1/2' Bedding slightly folded. @34' B:N61E @ 17SE.\ fr'actures. i; t 35@36' root material ithin @37' hiehly disturbed bedding tightly fold- ed displaying slickensides alone bedding B:N5E, 65W 10" west B:N4\E, 39E. @38' becomming hard. \\ J o/f eraA t @38 1/2' cl.ayseam 1/8" thick fat clay, oiisst, sl:ickcnsides, (lark purple sh bro, rga`nic nt teriabwithin Rouge zon al'ong with presence.of.\caliche- S:horizontak. 40 Interbeded s:i.ltstone&•shale: dark'g'ee\ish gray to brown. well-i'ndurated Bl:horizo"tal, mnist. \ J---. Q N Sandstone - ligihL gray deriium(gr"ined rr mncleratr ly w711-cemented ma-si:=e @dl\ 19W. 1,B:1,1517, Interbeded siltstone ans shale-g-reenish gr.) with orange nxiriation streaks, poor-lv bedded. Sandstone - dark brown, fine grained, 000rl} bedded. N Siltstone - dark erav, micaceous, well- bedded, e- vIlar(17*>equiri.ng coring. @44' B:N5014, 3 SW, End Boring @45'. Note: No caving and eroundwater, not en- countered. Sheet 3 of 3 P f.AT E\A-6 c Pco-ct-__Wejutherfi-eld--. E3onag ido __. 7-_—l.ocuhan 117Bm4nd Bar_T.-- - Suricee Elev___911 ft'= Loggec.l\ pl.Q_605D--_Drill D,i 7/22 77 Orivingi:nei-gy 25921bs. I 17c. IaL D S1Ctr:IP-rlo'iC( i,l --. L' fosn;\I, silt, c4ry; co=or, r. wco.=,e tI AT TIT id ENSURE Ni _I,Ni l J( GOn S0i197C?IOiI, U to P d'ding F aul4 \ UJ'Jol n' Ps-Rup"ura sUYf C7o2 ij ILIn-0 h j C- Contort S- Sn2ar n---- Berlrork: Sandstone - gray, damn, massive- a medium to coarse, Brained occai.sional 1" thick siltstone, beds B:N55E @ 48N. 5 I i to @10' black organic stainine in fractures. i 15 I j 201 @20' J:N70W 0 82N. l_ Sandstnne - lieht ara coarse grained- non- e cemented, damp. i a@23' Color change to light yellow brown. 2-5 i@25' color chaw-,e to tan with occurrence of liron oxide stain:i,nB. l l ; -_ - - w 30- @31 1j2 siltstonc 7cnse -brown ]." thick i discontinuous. i If Shed 1 ol1i 3 i PLA' E A-7ai 1 S. E. IadHli A uci: its, 3r;c:'% protect WeathesEie] d------ Location _-----Di _. 605D ril D:a- -22 Z ___V. Stiriac.: cicv Logged by _TJ-B - D;ivinq};nergy-25DQ-,1bs. C, r011YIIIcllt}yi Ula aII„J=: <; C. or c 1 ATct?IAL D_SCRI PTIO\I Mo soma, 0t, clay; colu', t1 c. x TUTU D;= ?a EASU c31=i3TS1 con sclif.a do n, etc]. 01 o R, pgdS Id Y. cl'il?dding F-f Qnli c, J - Join' PS-Pupture Surface r CJ CO n 1— C- Con cr.l S- Shear 30 CONTINUED 1 35 Root material observed in saner 37----- r L4 i0 @41 1/2' undulating clayey s'iltstone layer WOE 26N Vthick. Tnterbedded Sandstone, siltstone &shale. @44' B:N46E @ 13NW. 45 L J @49' B:N40H. @ 20°N14. 50-@50' I finis to med\ grained sandstone, light tan, very friable, damp. @51' becomming conolome ra tic. @52' grading to fine era2ned. I I @57' B!N4yE @ 24S1'.. LSandstone - light brown, massive_ medium grained, moderately cemented. 60"1 Poorly bedded @60 1/2' B:N52R @ 300SH. Sheet 2 of 3 A l Project We Boring No. Location Di AmiAmY/.O fLSll_ Drill Oale _7/221 Surface Elev._ Logged by iTR Driving ,Energy2S-Ooclbc. UNIT (soil, fill, alluvium, siltstone, etc.) J m p w u MATERIAL. DESCRIPTION (%sand, silt, cloy; co;ar, n C'CORE z z a ATTITUDE MEASUREMENTS[ consolidation, etc] o. y Et -BAG o n i-' 3 w B-Bedding FrFouII o z o 0 cn J- Joint RS ;Rupture Surface a m o V C- Contact S-Shear 60 CONTINUED Interbedded SandGtone, silf-stAne-& shale in layers 2" to 10" thick. tan to Pray in color,well-bedded. @63 1/2' B:N35E @ 149E. w 65 - P66' J:N35w @ 75NE. @66 1/2' B:N48E @ 270SE. @72@72 1 s :,M- /4" 't`,:ir.k, soft,_ moist, ddark(erav, .S:N78E @20NW. underlain by_.-" S 1well -indurate,— mass ve,Ganclstone and siltstone. \ 75 I 80 _ @79' clay gouge zone, dark erav, soft, moist. slickensides, undulatory bedding below in very hard, blue gray, sandy shale B:N1514 @ 18°NF.. End Boring @83'. Note: No caving and gronnchaaCr.r, not encountered. Sheaf 3 of 3 oftamimb" i:. n(leU7il Ct iiSS0CIc1YFd S, ti3 R0V-,HMG LOG b Project ___SieaLhe r,i.e1 Daring No.-_ ( A'`• lJocation D -amplod r ------W0--605D Drill Date,.,_?/254y-7- Surface Elev_ -- ft. = Logged by_.1-lB Driving F.nargy--JSAO_Ibs. o silt-stone, otc.) UNIT (soil, fill, alluvium, silt-stone, o o f xv u lATE F21AL. DESCRIPTION (%sand, silt, Noy; color, Nv CCOric z- z c L con solidotion etc) ATTITUDEMEASUREMENTS: o. B-G,tG v' " 01- 3 a r 8-bedding F-Fault o z s- J- Joint P,S-Rupture Surface to to Or. C- Contort S - Shear 0 -- Colluvium: Silty Sand - dark brown, porous, SM loose to medium dense, medium grained, sand, moist. 5 - 7 Bedrock: fine to medium grained, sandstone, tan, fr.iablo, massive, damp. upper 3' are highly weathered. J 10 - @13' discontinuous siltstone layer 1/2" thick 13:N14E @ HOSE. I Interbedded sandstone and siltstone - reddish brown to light greenish gray silt- stone is moist, showing some slickensides Iq alongbedding. 7 1. 5 @15' B:N121i @ 47SE. Stt;: et I of 5 a. Project_ We ttherf.ieD Boring No.___8_ Locatian n; mmonl Surface Flev._-920 ft e t lYlBpdil cR AStiuuwit:S, BORING LOG Logged by_jjB_ Y!-0_6OSll___Drill Date 7/95,/2 Driving .Fnet;v,.-pQ_lbs. w o UNIT (soil, fill, alluvium, siltstone, etc.) J - m No p u MATERIAL DESCRIPTION (%3und, silt, cloy; color, K CCRE c Fz x consolidotion, etc.) ATTITUDE MEASUREMENTS: Ei- BAG 3 w a B-Bedding F-Foult o o 0 J - Joint RS-Rupture Surface a" 0 C- Contort S - Shear 15 Sandstone - light reddish brown to tan, medium grained, massive, some intermixed, clayey siltstone lavers. 20 @21' B:N60E @ 22oNW. @23 1/2' very hard sandstone 5" thick. y Z 2.5 " @25' bedding is highly folded and disturbed, 14 general orientation - B:N7514 @ 29NE. 30 -- S;lect 2 of 5 PLATE A-8b I Project— l&arherf e. _ Boring No. 8 Location Uam.Q Surface Elev. 920 f.t. ± DORII No LOG nd_B.nr W.0-bD-'ii—Drill Date?/25/U Logged by JJB—__ Driving Energi, 400-tbs. u F u, o a UNIT (coil, fill, alluvium, silt ctono, etc.} MATERIAL DESCRIPTION (%scnd, silt, cloy; color, eonsolidot ion, etc.} ATTITUDE MEASUREMENTS: B-Bedding F-FouIt J- Joint RS-Rupture Surface C-Contort NN o D 0 w mp cc z a m CcvtiE i3-sr,o z Z41oa o r z os so 30 - @32 1/2' B:N85W @ 240NE in 1 1/2'to 2' of sandstone siltstone & shale, red to light greenish gray, evidence of: current bedding within sandstone layers. @34 1/2' sandstone becomming coarse grained- associated with slight caving to 36'. 3-1 ki Sandstone & siltstone - dark gray to light. t blue gray showine discontinuous and irregular bedding. E Sandstone - massive, medium grained, light erav to tan,,_ iron oxidestainNfriaGle,^ 40- Sandstone & siltstone - light: tan to dark gray, B:N68E @ 14NW. 243' B:N60E @ 13N Bedding becomming mo eiuni 13 45 I— Sheet 3 of 5 PLATE n-8c I BORING LOG i I V a.0 — swsv-1 111, srr . Project- Weatherfield 1 Boring No. 8 Location mEytu! FSaY WA._6UD—Drill Date-7/25/77 Surface Elev. 920 ft. 1- Logged by .r.1R Driving Energy 2500 lbs. o UNIT (soil, fill, alluvium, siltstone, etc.) m NO l' c> MATERIAL DESCRIPTION (%send, silt, clay; color, Nam' o' GC4RE Fz ATTITUDE MEASUREMENTS: eonso idotlon, etc.) a 0 D-13AG o A nw z B-Dedding F-Foultro co J - Joint RS-Rupture Surface a D o C-Contact S - Shear 45 @47 1/2' soft laysenm 1/8" to 1/4" thick parallels bedding 8:N42E @14 NW. s @48 1/2' clay seam - high plasticity, very moist, sl1ekensides 1/4" thick appears to be gouge material separating oirerlying sandstone from underlvinn siltstone, 50 organic staining, dark reddish brown to q black. S: N45E @ 90NW. @50 1/2' disturbed contorted siltstone with-' I in massive sandstone numher\ , small gouges parallel ))adding. Interbedded sandstone, siltstone &shale, q light reddish brown to blue gray, moist, soft. concretionary sandstone layer 3" q thick. @53 1/2' S:N20E @ 190N14. 054' J:N58E @ 710SE. 55 @56' silts tone bed, grav, shows major warpi.q irregular r / orientation 2" thick\ 4--- 8ecomming very wet @58 1/2' F:N24E @ 50,W\ dark gray,, slicked clay gouge, 1/16" rhir-k Ii.neation on slickensides N30W @ 380. 60- Sheei 40( 5 PLATE A-8d BORING LOG Pro jeci_Weatherfield Boring No 8 Location ni q Goad uar _ _- 1'!.0 605n Drill Date 7/25/77 ft. ± Surface Elev. 920 _ Logrjed by_y71i Driving F:nergv 7500-ems. o UNIT (soil, fill, alluvium, siltstone, etc.) m' No w° W. MATE P.IAL. DESCRIPTION (%scnd, silt, cloy; color, a GCORE z F=-w sa ATTITUDE fl EASUREMENTS: consolidot on, etc.) o p-BAG F- w B-Dedding F-Foult o o1C) o J-Joint RS-Rupture Surface a© o C-Contoct S - Shear CONTINUED @63' dark gray siltstone faulted against. medium brown friable sandstone fines to V medium grainer! massive with som siltstone interbeds.Northwest side of fault is silt- stone - dark gray, micaccons, southeast si.dn is up P:N42E @ 67NW. yd,µ 65.- B:NW side of fault N65E @ 4°NW @64 1/2' B:N38E @ 120NW. sourhe st of i fault. E------- @67 1/2' clayseam,.11 1/2" thick, o:i.st o wet, dark gray, very plastic :)N18E @ 50n awl Siltstone - dark gray,m ssive) well- ind„rat-ed, damp, ront-aininQ 2" vonrrerions. 70 j i End Boring @72' Note: Minor caving from 34 1/2 to 36'. I Groundwater not encountered. Sheet 5 Of 5 PLATE A -Se S%=criow A -A ' stilr- -17flpoulr14 i Hr= KEY W STATIC, AAIALYSIS Fog msstVE wep! F Fs, = I. ICJ C„, = 0.357 k5F I-E 1',= Zook SrGTww A -A' SLIP (Htk'ou4H THE ke SrArrc /1niALYSIS F6/2 A(-nvE WcD67r: F.S. = 2rlo Cm = 0.095 k5r O faf ,J lltll¢ S. GSSIAm cq gDOK PLATE B - i C S. E. MedaII & AssaciaYes, Inc. Consultants in the Earth Sciences 9006F,, 171 1141, 610r` ] 16N 5tl. Irr Ir,VwrV St., :iantn Ann, Cn. 93]05, I]1ci 54t:f tiOJ DATE i2(ICS 77 BY SCALE ( - fj_00 W.O. 62,5 I SFGTIbN A -A- SLIP TH20u6H THE KE`( I /I- 2Uv rrf4o. Cmt=1364" I E(SMIC Pjp 'P ssIV- WEpa ; 602 CTIofV A'A_ SLIP 71-1RDrrGN T"fd'( FBrc- 4tran GIuS¢S, neteFofc F5. G l"SV m' !t -for Pnalv,2 via,, Car cc -I-. Vj - %57, ik I 9f 0 4L= 76-$K F' µSoK SEISMIC i?t/Ii-YSiS Foa c VE WSDC, '; Cjpm= qG/(o2 K`F I A. w•,' S. E. Medall & Associates, Inc. J r Consuttunts in the Earth Sciences 3000: 0. B—Ev 0:., top 2•np.b., C.. 90066, (2101 090 4029 1,. 3 2168 50. „Ilb—v 51„ Son[a Ana. Cc 92105, M4) 546 6602 DATE j7-/ro/77 BY ND SCALE t'`' Dt' W.O. Gas D ff SECTION A —A` e-,+P ei-i_ow ir+e 1 r C. L - 52 5-7-PVc- ANFI1.YStS FoR PA55IVE WED61= F5, 1,00 1r = v, Sr, AfE 113- I r _ S. E. Modall & Associates, Inca Consultants in the Earth Sciences f JW45n. Innuv Or., 4oa AnBnln, C.. 90016, 1213) 3904079 iy 216tl So, rcallraway :r., San,. Ana, C.. 9]]05, 1)141 I<G G.02 DATE _.12 /; 0 _ BY012. SCALE L"=zoOK W.O. 6iS_ra — 5ECTIM A -A' 5 fLP BELOW `, HF= LEY Lr<U4,c FS. a vrc 1. S (Or(2r_(. 666 k, T4Tf( tw, j,criyey4p6i FS, r5F m = J,O ffGT(oN A -fig SLtp aiaow vie e&y w = SA •4y SCALE- /" =200v 5EP&mj(. Axe!-Y515 FOR I'A551V-_E fin _ 6-_ ; F5, = I.IS Gm = o.V0 Ksp 1 ' SFGT+ON A -A SKIP BF1-OW FCCY Y- W : 450&5 tea~ ISM+ /IN/'.!-Y=+S Fna Fl 7tys V FDGE ; F.S. _ /• (S E =676:jK Form alai[%.*, G ose,*h -- ,c t%, -FS. a%s -mj for a„nl ys,5 Wr asLoy.+, SCALE 11 =600 i m y I 0C o$m i 2 U n v cccA aw m 3 Q C S u Ld U gorylA l i O Lit u 4 N t Z V i 4 r o ti i >J i I M 1 tIztiG a: t :4 W Fuse c;c.gra)m c oses "}here o c F.S. axaPPJIQ.f a5 Correc'. w CF+a+2, SELTioN r--FI SLIP F3&Lovt BEY SCAM I " = l oo k sr, AT16 AN!'LY515 FOR ACTIVE u1sD61- G», = 0. oq I 4: G° PLRTh 8-3c S. E. Mtedall & Associates, Inc. Consultants in the Earth Sciences y j'fr;aj JO]D So. Puntiv pr_ ao+ gngelo. G. 9tl04R, IS qI ]9p40]9 I VM1IV 5168 So. NaPawsy 5,. Sama qna, Ce. 92)O5, 1)la) 44&4603 Kz,. r I DATE....1.21W77 U-t-tp BY5a. o" SCALE ),`: (OU K W.O. 05 D 9 t. SEGTiON T-FJ LI EL vl TFit= K 5%ISM7C At,lAGY5f5 T-oR ISSIVE `7=DUB Cm ' •G13 PLFl- E S. E. Medall & Associates, Inc. Consultants in tha Earth Sciences Ir J Dow sn. o•.. w. mprrb.. Cn. o9aaa, BJo 4m? ri4EIi•r= 31fR .^+o01 nf . 171 0 IiawaV +r •ama /•rie, Cn 92]OSJ14 6E0$ r DATE /?- / Io / 77 BY 1112 SCALE I JJ = 7 0" W.O. 6o s D r 5EC-noN F- F $[Ir RELOVI THE e6Y Force d'un a c os. ir-e s,c f-r 4e GnkS 3 wcks C: fco ct. W= g4.8.2 CmL= 39,IK R= 112"80 E' 1y2.2r_ i, SEiSM( c AFIRLYSIG Fb2 A(zTIVE wEDGE 11 LR c E-3e Se Iota ,_Cr SLIP TPP6Ul,N 71-M c> p _ 215. tf vJ StATIc PNPtYst5 FoR 1'ikSlu ulEl GF Fs, 2.ao Cm = (2.375 > s F Ir 1> lml'S,5K Pt TE 9-46 S. E. Medal] & Associates, Inc. Consultants in the Earth Sciences Gebf. 90066, a Cn J9a4m9im0o. . OuoCr ue.. S,, SaltaI6BSSoMuroawwv, me Ala,Ala,, CCs. 937O5. 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ITt ]I l'+Bb:d,l I r17Z' l?J 2U / 77 _ L vrr c55 E Y U,EPry C.9G cC/LA Tipp/ VNirA%C/F'NT 0.11 KCr SHEAF a i/xEit/F T.</ 4&CA16 C. = O,20 ,fir L° /t-5/= - _ So p C llcE AeE/1//1 r iG r// 9 cc/r w Tv c lacSir L v rs'% 6f 2 kifi/FT OEGKECS 165•'2J 390.10 i93I wrlt= g3,5" qGo., fcon<, e9 ' /. i , L Fyn 'IV r!I-.4 c .e/,' Cos g'ter" 6?_.l3 f.//=T Lv CAIZ r` FN 1,?IV Fieit/ _ (Frs - F' iv'gr3 1.4, . ;,, = 7.6 /rr c FoL'eEs .5i5Tii/ Fp = !-`ri3-1 EA'rl-%'e3 Coi+IPo +/ENr o Pr vbV6 /o?_cr gcr/.v o,- i4-•., rS. E. A9ec]all 8 A33oclale3, Inc. Consultcot3inthoEarth Sciancos aoo» u.nl o•., Lw w .. c.. rune. 1v u Mn 111 r Qvr/xz s r10111 crzoss s T,o„i W - H ' I,Qi i/yG of c s Iva Gvs1) 9r Lx /7-0 /7 BY 3 2.2l rT/3S = i Fre - f4 I NB = - 2t /rr CA 1B I/ (irnlq -! F/1 TAN/Jt1 l o I i / O. l3 K/fr c 5 = L/ f, ` i B ti=fr/3 7rla/; = 6.8 ,/,ter n/ S' - i FIRS-f,251 Si.+GiAf6 l/r N Y't 2 ,="/•`'r f1- 435 f/=k?S f 1-;ea5 207. Z k/ter i olc IHZ : ij S. E. Nlodall A Anoclatas, Inc. ConsuHnntsInfhaEarthSdancns3030 su Punrtv o-.. L... n+pJ... c.. 9P:F4, Inal Jao.m9 1ans rs... s.,n+., o.•r ru.,tnn:. snnz n» r L H.: ro.a sc, Cnr 0 IntlmV r. [.. 9i lad, 0131 p:a »U J Cf'ss SEc7ro/ T— Lt 4-9.1t' ` JL/c"F_ C''/l/ d'/rr,r/' S/ i',YGF J( 6/_'-//.:, W "oi Ei'llTig/f" tL'US;iU-YJ.;r/ Ff J f,[3 fJ,(: f IiV%i /f,"frJf J f I' i"I/7/_ or+Fi'>.5/.=iJT t'" 1",=7-.G;rlvj{/: FG,'= remit/ _ •C771-'r`%9 Cf1r/; %f(;.i 1><N = 8 i' 4e7lit% I=%=.-% lc_.b r'li/L//.L!="=/-'f-%J fir. fab-/ f o, K: 1'!`. 1 :J. f--+:.i:.7) :.i Y,:i Ci it,{<:i_' '_'w_ C44 C tZ4 rloll Criss s,- rra 767 572 22,0 O'K, R-6 c Golm"110.11:j In thL, varlil scianco r-. 0 1.)l I Ip A021 121 1. 111 .115 1101 I I" ' E, .......... .. C., n I I,_ 11 , c,t ,, 17. 10.0000 1• 120.0000 2• 11.000p 3. 10.0000 4• 200.0'000 5. ' 1.5000 5 • 14.7320 17. G i C 1 q nv lu f C g a U Q h qw 4 G y t tq W J kA 0 r' O II r r. 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Modall & Associates, Inc. i G y'4i .,zrw Cor+sultents rn tha Earth r clenees N'W_ 3030 So, 0..•<ry Or, L- A y I , Ce. 9MCA. (213I 390.40n e•'L,9eY IR3 SE. Rute dJY55t„CGanu Ane, Ca 9 704, (914t 546 0903bofInemvv. Ca. 9P4B. 13131064'3313 DATE I?. / ? 7 BY SCALE I i1 G o ` W.O. /QED f r stcrlo:J P-P' 1'ELDW TKE yLf W-41(3ov Fz , im l a5tw e$ ys,s 15 >2.0o F Ok n SCALE ( = 600 Si -rjc ANMYK, Ew Ac-oVE WEDGE = ES.= Q. 00 CM D, «(_% KFS I tm= 7.&& PLA` rz B - 9 c SEC71hN 'P-P' SLIP S rLow 'flirtyci:y SC- 15 1 C 11L.1515 FoR PAe-&)VE W=DGr Gm = C).Cilo 4,SY SEcricxv P- p' SLIP T21 i OVJ THE KEG{ sL() -Mipli'a.t Fs. asswr l {lam a.,al ,s is > /, to OK I "=600v pis Kok Acrkvs WG = tl E- 622V la,ii . poi -•p LL 1 1 ENE/JF" j/ Fi T,c/ C'/:_'('i5 G.j l :'i''/C'il.'%%'/!<.. .. 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L Eavin/G F_.q ' ,9 iJe /I Y%JR Go Cel: FiVi3 TilN 11r,?C1t-V/ 0= NE7 t1-e,CCC--S f' i57iV 7i CC!*'aPon/CNT el--12el Ilia!/ Fol'c!= 1C7-iNC on! ciof or YY: lot//--7- rr J , /' L/P'r S. E. Medall A Assoclaten, Inc. ConsDlants !n ttAo Emth Scionces 0]O Se P..n.ry O• , Lo• n ., f.. 9Mr,S, 4UI ]40 .01> 09 • to •1]:111, 111.1 •..M1 M1GPY I.D f- wu.mJ S Cnr o In Lnvx C. 4t.]9, 0"1 45+]]13 c!/LA ljo j Wig' 02,yG c s 65 f re- K f nir3iFT cow 12 /-/Gr P_E35= Zl3Ce,,? f(/-iVf3 r FTt3%/l1l dk:. 57i /Cr d I I S. E. Mednll 8 Assoclates, Inc, Consultants In the Earth Sciences 1 1030 se 0'- tn. .+-. ... c. IMFr5. 42131 \vo I319 TLfl Se w Sml. q ., C.. 9NOp, nv1 ] S6II]11 I. .i • I•S„ C.Ir oI InJ t v. C. 911.fl, tl1), ?I 451 1313 ycf- ew-": r'/i 1 j i! l Jt=/<',•i/7 t / i ; z: j w % n .. 1 C e!, 1 Zz vv s//c Ale" i'.{l:'i.c/(..!_ - /;`_C'/j `//4 C_Cr f"ii// /riN C,/= ._ /•' _ '/f=i Z/G'/_'/?qri'- t.1/mil/CW=Ni C,- if :=%- /_/-'/Fig i / CF-<<' cc'/ i ter,, Cow• .r, . _. / 6 // h'r S. E. 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CF-'G•» Fc l'on1 1- Fl- HH r I ICmill % Ell?OG: (j.fG _ !ti`r !r?t 7 %-1h_: LOnJ E3 iJla/ dirt: U, Z t 131;5 561, f' tips 2,U 30° 1',5 22;4. 28 n r o,3/::-- t.%r/%/f/ CJI flliS lJr r-' t-%/:i%/.•ij /i';.'.'_ (='D)r ow 5,11 l-l i GG:> ?-%/ l//`./ =-J-j' - i`T/.iY-ii2i1 Y1 % ; .J.. / =r.! - S7• %-rr 6 3 lrsv I J J lVo, 05 a....._`- rf". L.o /? 19. ri' aid /`- Jfr%% % .:> =_ -'f -- i lS 2-1 k.. ;.r• Cnnsu/::,nl ln u I II II II i vTiLESS c T/o^! H 1-f - H k 1 f s t i0,9 = 50 J Lk 0 SHEArs 5i/En/7'./ qlo.! ,BE'.00 n/G a C . o. ?. r sF tr=.—. / aC_ 9 icc- .A,e.//1 w r'tir/w r,G% e vac ra .rr L,v rs f 9/87.0 1255`3.8 o, f ay.,r F' 'die Cz"3 Fri/ 71,1/6- 2G7,3 Lx3 Ct1fz f lr.-,uf- 7T w oz;,, = 195.5 ,--11-,7- l6.8 K&r A.% r//>/L L C7Nj!'?i N7" GF IY L-r `//.1/r_< /cOr t: (-' a) r=f=t?..s ,.'-"5!7'irkrC `r t = rr.E-tFZ,9 f-',f_37'-ir_. = 80.Y `j T CCn yoN r T ©F >?Yinl Fo/t• /'LJT`i t/F or fr7'o oi- Marc-`ryrF`s - , ra " Uk, r„ C0ISU/L•3.17ts In the Earth Sciances t jr1 •,i. 1,1 ( Se. Fl..nir O•., te. T .., C. Fl:.]!v, I]r 34 .10.1 r0:D a)]M.. xly Se0] 1 )1.11 f, x•rro f i`, 4.r e I+tl;•• C. I;;..,;;., 4]1JI Jix ]_l13 k)s D Di7r6 _ z /7 Qt 2 Vim 55 egY G L 2 /21VIIV6 40 ETAS = Fr9 1-1,—/',tr4 - 1Fb7, 2 , /F- Fr Is' 3 41.7 a rAla T/!N K iF r 5' Ff=/>•s Cow .4 P - qr3 --•- iJ.O G- f ic 7W)74,V I'7 ifr 7 S. E. .99r Inc. Consulfanls In the Enrlh Screncns C. 9w,5. OI]I pen+b 19 1>]T E. n.rw 1., Gq of inn.•,i p C.. 9",, +.4, 1]f 11 CAI4 Yll? C Yeo cep J o 0 U W 6_ M I ca m co LU o; r mx, O J.L Ld N u fA v ui r r f ttV 14 l Y 1 Il rr M o tc4 itrImj= i O a II m 133 O j cn Mco 1 1 tit fin c`1 m J o tLn L V 9.51 le il,T// iri= fr_GL 511 1= l!Afio I`ll Lc,/ : L;ti=Goi l = : Cats --' F j .;- I ,%FJta-_ 2 c'. F't'J?/% Lf Cit/T i i/l«-/f L . t<(Cn.S; ( L Nl,Tfl/L Jl/c, 2 J=f"S/l"7` t l tc'F r'T - f" F=T f"T Zyd.2 2g` 13 65_! 2B i 4n1 6 iGU/! /J"'-0!_i r j/j " A ii/1 -i f-rNij L/' '%1 1 _ .2' ` j lin9 T.v7/J(i l -15 ZJsCc-, 7xiriOcl-6 1/cr J Co v F2,c.f - /eT i -i i J'r T:'c,- 6:0j- c = COr ri JLi T-c.;i- l?i Jrt%Cj %f'Cr= %%Ci; (t/Cr cam f h/O_ 4'/T/L-r_>- tom: J C2L. Tio"'I G/'oS5 5fG--ic./ Tr ILiil 1 s tY7 = y s aPe T 71- oo 1=l'5 —.. i C<y— ><- ij. —/—' jfi3) i 1,t:F /•i3 = l5, 6' f=/,t=r• . ol— i, = 1;--ems -r%r3 -.'=•s _- 2 p Y-/,ter oB Ui f3 r r./n/ C D. 2 ce/// 7-10 t,V t s1aP.e ilr f C y:; k/G'nSv( 6. 15.37 E6_S9 S s_.-- On/, <../'=!J'/iJ : r'-'r'I // ![; r `/! I %. ri``iJ:7'^----- c>o er- r r'fc f/' 1,/ Cj1r f l;+f . i"/li !D _ l %.1. fc/!'r" Ii o:iY/Ji r.;rv,nrr c-;r/;-`r.c;r:r,9Tc.r- l); l'Jj %Dr-s'G'/.- :jG'7//i 7 OilIC//''f,%a..-''i`J G;r' A-5-4 r Iva —6-0s n_ 1c, I 63 IpIV LPL j(-- Ir- -)— 3 /. 27 1 1 1 1 1 1 1 1 1 1 1 1 1 1 43 to 00 0 1 hC3 I lory 0 00 a OQh d M ON Oapq N rq 47 M g47a M N CJ q tl\ryry Qi O q 3 a hhQhhnoo 1 ' 000a N Mrt NMP 370YI91 tAA 379Y1 y Z 6 V Q Q Uq i3. o. 01 D DATE-1 Z 112 i77 PLATE C20OW4330>Athe c.) ftkuwa JQ0 Y. M.M• 0.., lw Awwip, G Gam. IJlfl »». yJJ Jip N.N {%/{w y f., Jena Ah®lam. Cfw W X O. I11//J®1 si ® Y l s r\0SV l Y y 1 % to / SLOPE RATIO Fr d'Ha = A Sin d SLICE F IH2 = A Cos o1. CIRCLE / CIRCLE 2 CIRCLE 2'03 CIRCLE`" 4 A 0. 0087 00054 004/ 024/ 0.0313 0040,9 0.0587 00763 0.0352 0.0362 0.0233 0/33 6 0. 1052 0.15 0.2171 C 0. 0495 0.D734 0.0832 00536 00645 0. 1221 0.2009 0,3041 D 0. 0276 0.0985 0.1381 0..1534 0.0236 10.0687 0.1901 03,367 E 0. 0844 0.1944 00625 02236 F 0. 0860 0.0487 Fr1W 0. 1210 0.2135 0.3249 0.4490 gF H2 O1885 03569 0.6680 2065 rFr (KIPS) 10 '9 / Al 1 6 • 10 281.6ill 339• ?i5 FR )KIPS) b 9116 10 /E,/, IFr11HA 0.1493 0.2670 0.4251 0,6300 F ' gHie 0. 1704 0.3249 0.6193 1392 ZFr' (VPs) 7. 5.0 //- Z3 /, V777 r> 546.21 53 6.13 5a-1,h YFr" (KIPS) Fh!' KIPS) L 87H 2. 05H 2.35H 2.83H L (ft) S 1Lf2.S 19i.7S 24o,s; fFR /KIPS) 9 8,12 Z8I.6 I 432,27 00.60 F.S. T` N 7= T 1.90 Z 3 fFR'(Kfs) 191, 27 268.0 Lf- 2.ty. FS' l./ ll 1. I ?. 1, 2 1 EFR (KIPS) FS. l! H= 85 FEET Y= 0. Z KCF PSEUDOSTATIC MODIFICATION FTJ = FT * o FIy FN, = F. - a FT a' = 0. I5g a"= 9 1FR LC ¢ XFN tan C = 0•7- 5 KS F 0 = Z6 Degrees TAN aj zr2I= LC -1- 1, 5-0 d i, ry r STF-r C WO. 605T',' DATE _ 1 2 1 O -7 -7 SORPMIAL_PILL SLOPE STABILTTY 1 Slope Surface F. Z r Fr Potential Failu._.e flo:r Lines 1 . I:ESd[_UT10?l OF FORCES SATURATED St Oi E 1 Assu me: (1) Saturati.on.cf slope surface. to de,;tII Z 2) Flo,;r lines parallel to slope surface ld4T Unit freight of crater 1 ;1 Unit w_ei-gilt of soils - 1 Fcl = Driving force Fr = Resisting farce. 1 F.S. Factor of Safety Fd bZ Fls sin a Cos h 1 Fr . _: bZ (Vis - tdt.r). t os?a tan $ cu F F.S.=fir = 7- (ids - 11.1).cos )a tan ¢ t- c 1 d ___— lds sin c1 cosy: 1 Assu:.te: bt j 4Is and F.S..= 1.5 2 _ Z _ 2 C lis Cosj. (_ tan - tdn y) 1 _ ?_G.6 4 -- 260, c 7S0 41 = 120 ' 1sL 15.41. SURFTCTAL PILL SLOPE STABTLITY SloPe Surface—', Failure Surf"Ce LinesItow RESOLUTION OF FO:)HS XJURATR) SLO[JE Ass uma 1) Sa I LI ra 1. i 0 n r, f slope 5 ti r I ace to dep.th Z 2) Flow lines parallel to slop: surface 11tir = Unit vie. ig; III of water Unit %.,v 19 11 t 01 soil fd Driving fo I- c Fr Resisting force F.S. Factor of S:Ffetty Fd LIZ Vts sin c.. cos Ct fl, • hz (bps lkj) + cu c F.S.= F) f z cos 2 Ct tan + c d z 11 s s"In C, COSH Asswiie VtVt and F-S. = 1.5 VJs—E-6sct 3—tz.o —,tctn 33. 7 4 260 150* 120 s 11. 94 Ac B-L?5 w IR§ 2 to 2) 4 w e 0 a k( §29 m > 23k ]mak o f > 5% , (%jf® & m% 7 w i \{}/) \\ ((\\ @ 7 { ) 2 7 \ \ { i ® Lm ` 2 Z3 41 4\ 6, 2 7© f Q \\ & /\ A k § \ \ \ ~ 2 % m q \ » \ 2 J v 0. z iz 41 U 4i rt, m o ILJ 1J iit I TYPICAL FILL OVER NATURAL SLOPE TOE SHOWN ON - r GRADING PLAN / , 1 a' Typical PROJECTED r'teeP I 1 t/2 1 Of NATURAL ' 'SDV.a,\` SLOPE /--' 10' Typical I l BEDROCK OR FIRM 7 1 fit, \i\; /„ FORMATION MATERIAL 2' H/2 or IMinimum .1 15' Minimum —s NOTE : WHERE NATURAL SLOPE GRADIENT IS 511 OR LESS BENCHING IS NOT NECESSARY, UNLESS STRIPPING DID NOT REMOVE ALL COMPRESSIBLE MATERIAL. S. E. Medall & Associates, Inc. DATI ) / SCAB /l Jl`f \+to. 605 /i 4a PLATE E TYPICAL CANYON SUBDRAIN DETAIL TYPE B fl,11cr maln-la I I WOSbCd 00,7CrCIC SOnd r No. 3 or Alo. 4 eock- 9fl-, cross secelon Far Continuous run in excess of 5OOrl, LISC 8"dla177C7CrDl,oC. Z-6"01'17707'Cr a.5;0h011 CORICO' perPorafca C",o Or OVOrOt1Cr1 s446SI'1fello w,,Il- 177117. OCl-10r01lbnS' per 11n, 1*Y in bollorn of pipe. S. E. Medall Associates, Inc. Eonsutianm in Me -arlhScionco3Qlu CANYON SUBDRATN DE', AIL-"'IYPE B PLAT E G W F Y F 2 z a Jm d F0. F O F J Lj OOOzLL. d W U . 0.::, CC 2 d Wm U OC) rL O1U Jt O rM a 0 WU 00 z LU0 p M n tod' {d- d 0. WWJ Jd Iz 1OO n NIS 1 E— LLS 0 z dCCOf LUL Jad w fr Lr W 0. F4J d Li. ILIO0. I Tc z L 0 W z p m dY / a r/ r LLJ 0 Q CA ca OVER -SIZED MATERIAL DISPOSAL DETAIL. w.o. 605D lJ t MATERIAL 811 TO 3' -+ MAXIMUM DI-MENSION) FINISHED GRADE d, = 10' min. IEF - ® E SLOPE SURFACE ley d,=4min. ,d,=15mm. 4 d+=15 min. t 1\ TYPICAL WINDROWING LED 12T CONFIGURATIONgj- TYPICAL WINDROW DETAIL EXISTING GIRD. LT, I l- FIRM NATURL db= 3 mQ%. t\\} Lll GROUND OR1JAPPROVED t COMPACTED FILL db= 5' max. SPEC: IAL NOTES: If the quantity, size and character of material pre- cludes breaking down of material or disposing of ex- cess offsite, the following modifications to the rec- ommendations contained herein may be considered appli- cable following advanced written approval by the Soils Engineer. dl' = 15 ft. d2' = 25 ft. d = 10 ft. MAX. DIh]P.NSfON OF 3 OVER-S7/,13D MATERIAL d4 = 20 f.t. 10 FT. d5' - 5 ft. db' = 10 f t. CENNERAl. NOTE 03 x M a. Material to be placed in widening as described herein shrill be limi- ted to 3 ft. maximum dimension.* b. Windrow layout and configuration shall conform to the recommenda- tions as outlined herein. C. Sandy material should be thorough- ly jetted and flooded over, Linder and around windrows in order to fill. all voids. d. Sandy material for use in win - droves should maintain a sand equi- valent ( Calif. method of test #217) of 20, minimum. C. individual windrows shall. be exca- vated into firm natural ground or compacted fill. f.. Any variance from the recommenda- tions herein should be considered subject to the advanced written,. approval by the Soi.l.s Engineer. g. All. material placed in windrows shall. be done so under the con- tinuous inspection of: the Soils engineer. PLATE J Gf: N u C.'s GGt0C9 C J . CO W Q). z w O 0 LU pzt; d p W Z O U7U) H w 0 0 a IL p p z W ZFO ZW 2 d 5 d', p a p Z J O d w v d w III U O Q J O O O O O O O O O O O 1.110l.-11A J.0 d-MIJ 1N3 3d S. E. N ,clall E, /1s oc:ia?>a, Irir,. J-5 0.0 2.5 1.0 0.5 W i4J77 ST DIAGRAMDiR. CT SHEAR TEO I i I I I I E 1 I i I 1 I I I I I I I I I rb I I I I I I I I 1 0 0.5 1.0 1.5 2.0 KS F r. 2.5 3.0 I LAI I_- S. E. Medoll 81 Associates, Inc. Location hILLINd ar W.0.. O D Doscri;a4ion pafio DI ECT SHEAR TES i DIAGRAilal 3.5 3.0 2.5 luf 0.5 I I I I I I I I I I I I I I I I I I/ I I I I I t r I I I I t I I I I I I 1— I I I I I i I I f I I 71 0 0.5 1.0 1.5 2.0 Normal Prossuro KSe F-murcS: Wl r_ 2_.5 3.0 P= o<. c = i-O K.S.F. PLATE L-2- S. E. I'A edoll ei Asocial8s, Inc. Localion V,/.().. 6050 11115177 DIRECT SHEAR rEST DIAGRANI 5. 5 3. 0 2. 5 2. 0 cn 1. 0 0. 5 Lo 1.5 2.0 N o r in a I Pr z. i %I S ld ' i 2. 5 3.0 7w, PLATE L ISTANDARD GRADING SPECIFICATIONS These specifications present the usual and minimum requirements for grading operations performed by S. E. Modall $ Associates, Inc. 1 No deviation from these specifications will be allowed, except where specifically superseded in the preliminary geology and soils report, or in other written communication signed by the Soils Engineer or Engineering Geologist. I GENERAL A. The Soils Engineer and Engineering Geologist are retained to observe compaction of fills and excavation of slopes on the project. For the purpose of these specifications, observation by the Soils Engineer includes that inspection performed by any person or persons employed by, and respon- sible to, the licensed Civil Engineer signing the soil report. B. All clearing, site preparation or earthwork performed on the project shall be conducted by the Contractor under the observation of the Soils Engineer. C. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soils Engineer and to place, spread, mix, water and compact fill in accordance with the specifications of the Soils Engineer. The Contractor shall also remove all material considered unsatisfactory by the Soils Engineer. D. It is also the Contractor's responsibility to have suit- able and sufficient compaction equipment on the jobsite to handle the amount of fill being placed. If necessary, excavation equipment will be shut down to permit comple- tion of compaction. Sufficient watering apparatus will also be provided by the Contractor, with due considera- tion for the fill. material, rate of placement and time of year. E. A final report shall be issued by the Soils Engineer and Engineering Geologist discussing the conformance with these specifications. II SITE PREPARATION A. All vegetation and deleterious material such as rubbish shall, be disposed of offsite. This removal must be con- cluded prior to placing fill. 1 S. E. Medan & A380ciete;l, Inc. Standard Grading Specifications Page 2 1 B. The Soils Engineer shall locate all houses, sheds, sewage disposal systems, large trees or structures on the site or on the grading plan to the best of his knowledge prior to preparing the ground surface. C. Soil, alluvium or rock materials determined by the Soils Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Any material incorporated as a part of a compacted fill must be approved by the Soils Engineer. D. After the ground surface to receive fill has been cleared, it shall be scarified, disced or bladed by the Contractor until it.is uniform and free from ruts, hollows, hummocks or other uneven features which may prevent uniform compaction. The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified. If the scarified zone is greater than twelve inches in depth, the excess shall be removed and placed in lifts restricted to six inches. Prior to placing fill, the ground surface to receive fill shall be inspected, tested and approved by the Soils Engineer. E. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines or others not located prior to grading are to be removed or treated in a manner prescribed by the Soils Engineer. III COMPACTED FILLS A. Any material imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soils Engineer. Roots, tree branches and other matter missed during clearing shall be removed from the fill as directed by the Soils Engineer. B. Rock fragments less than six inches in diameter may be utilized in the fill, provided: 1. They are not placed in concentrated pockets. 2. There is a sufficient percentage of fine-grained material to surround the rocks. i3. The distribution of the rocks is supervised by the Soils Engineer. S. E. Medall f& Associates, Inc. Standard Grading Specifications Page 3 C. Rocks greater than six inches in diameter shall be taken offsite, or placed in accordance with the recom- mendations of the Soils Engineer in areas designated as suitable for rock disposal. Details for rock disposal such as location, moisture control, percentage of rock placed, etc., will be referred to in the "Conclusions and Recommendations" section of the soils report. If rocks greater than six inches in diameter were not anticipated in the preliminary soils and geology report, rock disposal recommendations may not have been made in the "Conclusions and Recommendations" section. In this case, the Contractor shall notify the Soils Engineer if rocks greater than six inches in diameter are encoun- tered. The Soils Engineer will than prepare a rock disposal recommendation or request that such rocks be taken offsite. D. Material that is spongy, subject to decay, or otherwise considered unsuitable shall not be used in the compacted fill. E. Representative samples of materials to be utilized as compacted fill shall be analyzed in the laboratory by the Soils Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading„ the appropriate analysis of this material shall be conducted by the Soils Engineer as soon as possible. F. Material used in the compacting process shall be evenly spread, watered, processed and compacted in thin lifts not to exceed six inches in thickness to obtain a uni- formly dense layer. The fill shall be placed and com- pacted on a horizontal plane, unless otherwise approved by the Soils Engineer. G. If the moisture content or relative density varies from that required by the Soils Engineer, the Contractor shall rework the fill until it is approved by the Soils Engineer. H. Each layer shall be compacted to 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency.. In general, ASTM D-1557-70T will be used, either with a 5-layer or 3-layer curve.) If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soil conditions, the area to receive fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the soil report. i S. E. Medall & Associates, Inc. Standard Grading Specifications Page 4 I. All fills shall be keyed and benched through all top- soil, colluvium, alluvium or creep material, into sound bedrock or firm material where the slope receiving fill exceeds a ratio of five horizontal to one vertical, in accordance with the recommendations of the Soils Engineer. J. The key for side hill fills shall be a minimum of 1S feet within bedrock or firm materials, unless otherwise e specified in the soils report. (See detail on Plate GS-1) K. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, or with the recommenda- tions of the Soils Engineer and Engineering Geologist. L. The Contractor will be required to obtain a minimum relative compaction of 90 percent out to the finish slope face of fill slopes, buttresses and stabilization fills. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equip- ment, or by any other procedure which produces the required compaction. The Contractor shall prepare a written detailed descrip- e tion of the method or methods he will employ to obtain the required slope compaction. Such documents shall be submitted to the Soils Engineer for review and comments prior to the start of grading. If a method other than overbuilding and cutting back to the compacted core is to be employed, slope tests will be made by the Soils Engineer during construction of the slopes to determine if the required compaction is being achieved. Each day the Contractor will receive a copy of the Soil Engineer's "Daily Field Engineering Report" which will indicate the results of field density tests for that day. Where failing tests occur or other field problems arise, the Contractor will be notified of such conditions by written communication from the Soils Engineer in the form of a conference memorandum, to avoid any misunderstanding arising from oral communication. If the method of achieving the required slope compaction selected by the Contractor fails to produce the neces- sary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no additional cost to the Owner or Soils Engineer. S. E. Meda(1 & Associates, Inc. Standard Gradingg Snecifications Page S M. All fill slopes should be planted or protected from erosion by methods specified in the soils report. N. Fill -over -cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials; and the transition shall be stripped of all soil prior to placing fill. (See detail Plate GS-2) IV CUT SLOPES A. The Engineering Geologist shall inspect all cut slopes excavated in rock, lithified or formation material at vertical intervals not exceeding ten feet. B. I£ any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or e confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall t be analyzed by the Engineering Geologist and Soils Engineer; and recommendations shall be made to treat these problems. C. Cut slopes that face in the same direction as the prevailing drainage shall be protected from slope wash by a non -erosive interceptor swale placed at the top of the slope. D. Unless otherwise specified in the soils and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of con- trolling governmental agencies. E. drainage terraces shall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations of the Soils Engineer or Engineering Geologist. V GRADING CONTROL A. Inspection of the fill placement shall be provided by the Soils Engineer during the progress of grading. B. In general, density tests should be made at intervals not exceeding two feet of fill height of every 500 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the job. In any event, an adequate number of field density tests shall be made to verify that the required compaction is being achieved. 1 S. E. Medall & Associates, Inc. Standard Grading Specifications Page 6 C. Density tests should also be made on the surface mate- rial to receive fill as required by the Soils Engineer. D. All cleanout, processed ground to receive fill, key excavations, subdrains and rock disposal must be inspected and approved by the Soils Engineer prior to placing any fill. It shall be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for inspection. VI CONSTRUCTION CONSIDERATIONS A. Erosion control measures, when necessary, shall be provided by the Contractor during grading and prior to the completion and construction of permanent drainage controls. t B. Upon completion of grading and termination of observa- tions by the Soils Engineer, no further filling or excavating, including that necessary for footings, foundations, large tree wells, retaining walls, or other features shall be'performed without the approval or the Soils Engineer or Engineering Geologist. C. Care shall be taken by the Contractor during final grading to preserve any berms, drainage terraces, interceptor swales, or other devices of a permanent nature on or adjacent to the property. n I 0 0 I 1 S. E. Medall & Associates, Inc. C0 J o 03b) rn rJ m S4 ri Q) ut O 14 v a E o aM Wq OZ O O 4. W U z can E FC FC U) [zE FC W a WO z0 a a U O O E cn H E y z W H x x W Enn W iql H EA 2z q q U U N O FQ U a U W w a o Q u ul a t a 0 CY O = j a N 41rtw f 27 C7 704 10 k H z z tpN °(D q H H r % Pa W wm w w z ro o x to .1i Pa W H U to W u) N +U 43 owaromw : v(D0) E O _ 2 z H 3 cl 3 3 U p WW fC E+ P NN H H r% ,u H H v N E+ H u1 H z E+ < E u] H a . 4-) z E to tx H a w 'd C4 W P. a O +1 o E o o w x a w ] Fc ro o U FC v] x h > u] N > w a rX4 n 0 N NO Il( W. 0. 605D ROUGH GRADE REPORT e LOTS 1-101, TRACT 29053, AND LOTS 1-100, TRACT 34161 DIAMOND BAR COUNTY OF LOS ANGELES, CALIFORNIA for DIAMOND RIDGE, A JOINT VENTURE May 1, 1979 J Medall, Aragon, Worswick & Associates, Inc. Medall, Aragon, Worswick & Associates, Inc. Consultants in the Earth Sciences 2044 Cotner Avenue, Los Angeles, California 90025 • 2131477-8507 2168 South Hathaway Street, Santa Ana, California 92705 • 7141546 6602 1585 La Cadena Drive, Riverside, California 92501 • 7141682-3150 May 1, 1979 W. O. 605D Santa Ana Diamond Ridge, A Joint Venture 2130 E. 4th Street, Suite 110 Santa Ana, Ca. 92705 Attention: Mr. Gil Wilksen, Director of Engineering Subject: Rough Grade Report; Lots 1-101, Tract 29053, and Lots 1-100, Tract 34161, Diamond Bar, County of Los Angeles, California Gentlemen: INTRODUCTION This report presents the results of tests and observations made during the grading of Lots 1 through 101 of Tract 29053 and Lots 1 through 100 of Tract 34161. The site is located south of Dia- mond Bar Blvd. and is bounded on the north side by Tract 34160 and on the east side by Tract 33205 in Diamond Bar, Los Angeles County, California. The purpose of this grading was to develop building areas for single family residences. The subsurface soil and bedrock conditions were investigated in December 1977 and March 1978. The results were presented in the following reports: 1. "Supplemental Soils Engineering and Geologic Investigation and Grading Plan Review, Tracts 29053, 34161, and 34160", by S. E. Medall & Associates, Inc., dated December 19, 1977, W. O. 605D). Diamond Ridge, A Joint Venture May 1, 1979 Page 2 W. O. 605D 2. "Supplemental Subsurface Exploration, Tracts 29053, 34160, 34161, Diamond Bar, County of Los Angeles, California" by S. E. Medall & Associates, Inc., dated March 7, 1978 W. 0. 605D). Subsequently, the following responses to Los Angeles County Soils Engineering and Geologic Review sheets were presented by this office: 1. "Response to Soil Engineering Section Review Sheet, dated February 6, 1978, Tracts 34160, 34161 (Parent Tract 29053), Diamond Bar Area, County of Los Angeles", dated February 20, 1978 (W. 0. 605D). 2. "Response to the Geology AppealsBoard for the County of Los Angeles, Tracts 29053, 34160 and 34161, Diamond Bar California, for the County of Los Angeles", dated March 20, 1978 ( W. 0. 605D). 3. " Addendum Comments regarding Soil Engineering Report, dated February 20, 1978, Tracts 34160, 34161, Diamond Bar Area, County of Los Angeles, California", dated March 23, 1978 W. O. 605D). 4. " Comments on Questions raised by Mr. Dave Popplar regarding Tracts 29053, 34160, and 34161, Diamond Bar, County of Los Angeles, California". 5. " Tract 29053, 34160, and 34161, Reply to the County of Los Angeles Geologic Review Sheets, dated February 1, 1978 and February 22, 1978", dated March 24, 1978 (W. O. 605D). IMedall, Aragon, WOTSWlck & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 3 W. 0. 605D 6. "Addendum Report for Tracts 29053, 34160 and 34161, Diamond Bar, County of Los Angeles, California", dated May 5, 1978 W. O. 605D). Based on the recommendations presented in the investigation reports and considering the requirements of the County of Los Angeles, a set of general grading specifications were prepared by V.T.N. Consolidated, Inc., the Consulting Civil Engineers for the subject tract grading. During grading, periodic tests and observations were made by representatives of Medall, Aragon, Woxswick & Associates, Inc. to check the grading contractor on the following earthwork items as they relate to the plans and specifications: 1. Clearing and grubbing of the existing ground surface 2. Disposal of organic matter and inorganic debris 3. Excavations of existing old fill, alluvium, porous top- soil and unsatisfactory material 4. Processing of the exposed ground surface prior to placement of compacted fill 5. Excavation of toe -of -fill benches 6. Benching into competent bearing materials 7. Acceptability of soils for use in compacted fills 8. Placement and compaction of approved soils in compacted fill areas. 9. Use of rock in compacted fills 10. Compaction of fill slope embankments 11. Installation of subdrains in canyon bottoms IMedal[, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 4 W. 0. 605D The opinions and recommendations presented hereinafter are based on our tests and observations of the grading procedures used in the field and represent our professional judgment as to the contractor's compliance with the drawings and specifi- cations. SUMMARY OF FIELD OBSERVATIONS The grading operation was observed to be performed in the fol- lowing general manner: 1. Prior to placing compacted fill, the areas to be graded were cleared of brush, trees, surface trash and miscellan- eous organic debris. 2. All soft, compressible alluvial soils were removed in the canyon bottoms to expose firm bearing materials. 3. The exposed ground surface was scarified and recompacted prior to placement of compacted fill on approved fill areas. 4. Surfaces receiving fill and having a slope gradient steeper than 5:1 were keyed and benched into bedrock or competent material. 5. The excavated onsite materials approved for use in the compacted fills were placed in lifts by means of bulldozers, earthmoving scrapers and other appropriate mechanical grading equipment. 6. Compaction of the fill was obtained by adding water or drying, mixing and rolling with sheepsfoot rollers, mechan- ical compactors and rubber -tired equipment. 7. The cut portion of transition building pads was excavated and replaced with compacted fill to eliminate the cut/fill or rock/soil transition. This operation was accomplished by removing and compacting the upper 24 inches after pro- cessing of the bottom 12 inches in place. IMedall, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture Page 5 May 1, 1979 W. O. 605D 8. All lots above buttress fills were capped with a minimum of 36 inches of compacted fill to impede the intrusion of water. 9. The transition zone of fill -over -cut slopes was excavated to competent material prior to placing fill. 10. Compaction of the fill slope surfaces was achieved by backrolling with a sheepsfoot roller periodically, where practicable, during slope construction. Fill slopes were finish -rolled with sheepsfoot and grid rollers in an attempt to produce a smooth compacted surface. 11. Subdrains were installed in the canyon bottoms at the loca- tions.shown on the attached drawing. The subdrain system consisted of eight -inch diameter perforated pipe embedded in about nine cubic feet per linear foot of filter material. Filter material consisted of a graded crushed rock mixture. Excavations for the perforated drains were observed to be into firm bedrock. 12. Subdrains were also installed behind all buttress fills as shown on the buttress detail, sheet 1 of the grading plans. These subdrains consisted of four -inch diameter perforated pipe embedded in approximately three cubic feet per linear foot of filter material. One line was placed at the heel of the stabilization device and other lines were placed at vertical intervals of approximately 15 feet. The location of these subdrains are shown on the attached grad- ing plans. 13. Toe -of -fill benches were examined by the Soil Engineer's representative and an Engineering Geologist prior to place- ment of compacted fill. Medall, Aragon, Worswick & Associates, Inc. 1 Diamond Ridge, A Joint Venture May 1, 1979 Page 6 W. 0. 605D FIELD AND LABORATORY TEST PROCEDURES Field Inspection Continuous field inspection was provided by Medall, Aragon, Worswick & Associates, Inc. during the course of grading to 1 observe the excavation and compaction procedures used by the grading contractor. Approximately 2359 tests were made to check the in -place density and moisture content of the fill during placement in the subject development. Density of the compacted fill was determined in the field either by the A.S.T.M. D1556-64 (sand cone method) or by the A.S.T.M. 2937-71 (drive cylinder method). The moisture content of the soil samples from the field density tests were determined by use of a calcium carbide moisture tester. Where density tests or field observations indicated insuffi- cient compaction of the fill, additional compaction with adjust- ment of the moisture content where necessary was performed be- fore more fill was added. The approximate locations of the den- sity tests are shown on the attached drawing and a tabulation of the test results are included in Table I. Laboratory Maximum Density Tests Representative samples of each soil type used in the compacted fill were tested in the laboratory to determine the maximum dry density and optimum moisture content, using the A.S.T.M. D1557- 70 compaction method. This procedure specifies 25 blows of a 10- pound hammer falling from a height of 18 inches on each of five layers of soil in a 1/30 cubic foot compaction cylinder. Maxi- mum laboratory densities of thirteen different soil types encountered on the subject site varied from 102 to 117 pounds per cubic foot. The results of these tests are shown in Table II. Medall, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 7 W. 0. 605D GEOLOGIC CONSIDERATIONS Geologic conditions exposed during grading were frequently inspected by our staff geologists. The purpose of these in- spections was to observe and map: Geologic conditions exposed during grading critical to slope stability on and adjacent to the site. Removal of unsuitable materials in significant canyon and swale areas beneath proposed fills. Excavations for toe -of -fill -and stabilization devices Cut slope excavations. Any geologic condition which might have an adverse effect on site development or construction, Geologic data gathered during grading, locations of stabiliza- tion devices and other pertinent details are plotted on the enclosed 40-scale grading plans prepared by V.T.N. Consolidated, Inc. Also included are several as -graded geologic cross -sec- tions as_requested by the Engineering Geology Section of the County of Los Angeles. These include Sections C-C', M-M', N-N', T-T', U-U', W-W', GG-GG', JJ-JJ', and LL-LL'. Geologic Unit Bedrock: Units exposed during grading have been mapped as be- longing to the lower and middle portions of the Puente Formation which is Miocene in age.Bedrock exposed during grading gener- ally consists of light to medium gray siltstones and shales with fine to coarse grained sand seams, and thick bedded to massive sandstone units. The sandstones are light yellow to light brown in color, well cemented to very friable and range from a few inches to several tens of feet in thickness. Medall, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 8 W. O. 605D Artificial Fill Fills constructed during grading are composed of soils excavated Ifrom on -site materials including bedrock, alluvium, colluvium, and topsoil. These soils consist of various mixtures of silts, sands and clays. Geologic Structure Geologic structure encountered during grading was found to be as anticipated by the referenced reports. Siltstones and shales were exposed in the lower portions of the site and in canyon areas, while thickly bedded to massive sandstones were exposed in Imany of the upper cut areas in Tracts 34161 and 29053. Faulting generally marks the shale/sandstone contact. The general pattern of faulting trends north to northeast with the sandstone units be- ing down -dropped relative to the siltstones and shales. Bedding is generally dipping to the west and northwest with dips averaging 8 to 11 degrees. However, in proximity to the faults, bedding is contorted as manifested by numerous small folds and shear fractures. No evidence of recent faulting was encountered during the grading of these tracts. Corrective Grading During grading, earth buttresses were recommended and installed according to the design criteria of the referenced reports. Buttress fills were needed to support out -of -slope bedding -- stability fill blankets were installed for less critical condi- tions to support loose and/or highly fractured bedrock to pre- clude local rock pop -outs. Medal I, Aragon & Worswick, Inc. 1 Diamond Ridge, A Joint Venture May 1, 1979 Page 9 W. O. 605D The following table lists the buttresses constructed and their respective key widths and key depths. List of Buttresses Location Key Width (ft.) Key Depth (ft.) Tract No. Lot No. 34161 1 & 100 25 3 34161 58-60, 63-76 55-80 3-5 29053 1 15 3 20, 22-28 30 3 36-40 50 5 43-46 15 3 53-55 55 3 59, 60, 63, 64 100 7 78-79 15 3 95 (side lot) 20 5 95-96 15 3 Location Shear Keys Tract No. Lot No. Key Width Key Depth 29053 1 15 12 29053 2-13 15 20 29053 35 15 24 Subdrainage Subdrains were installed behind all buttress fills as shown on the buttress detail on the grading plans. These subdrains con- sisted of four inch diameter perforated pipe embedded in three cubic feet of filter material. One line was placed at the heel of the buttress backcut and other lines were placed at vertical intervals of approximately 15 feet. The locations of these sub - drains are shown on the enclosed grading plans. Medall, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 10 W. 0. 605D ENGINEERING RECOMMENDATIONS Bearing Value An allowable bearing value of 2,000 pounds per square foot may be used for 12 inch (minimum) deep footings placed on compacted fill, nonporous natural ground or bedrock. For two story structures, the minimum recommended footing depth is 18 inches. The minimum recommended footing width is 12 inches. The above bearing may be increased by one-third when considering short duration seismic or wind loads. Lateral Des Resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and.by passive earth pressure. A coefficient of friction of 0.3 may be assumed with the dead load forces. An allowable passive earth pressure of 250 pounds per square foot of depth may be used for the sides.of footings poured against undisturbed or recompacted soil. The maximum allowable passive pressure is 1500 pounds per square foot. Frictional and passive resistance may be combined without re- duction provided that footings are placed against properly com- pacted fill or firm natural ground. Chemical Analysis . Representative samples of the near -surface soils were analyzed for soluble sulfate content, based on California Test Method 417A. The results of these tests are included in the Appendix. Medall, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 11 W. O. 605D Soils Expansion Potential Expansive soil conditions have been evaluated for each lot. Representative samples of the subgrade soils were recovered for classification and Expansion Index testing (Section 2904-B, UBC Standard 29-2). If any additional grading is contemplated for these pads, it is recommended that new Expansion Index tests be performed in the final grades. 1 FOUNDATION AND SLAB RECOLIMENDATIONS The results of these tests and the expansive nature for the building pads are presented in the following table, which is followed by a table presenting foundation recommendations appli- cable for the lots based on the expansive nature of each building pad. Medall, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture Page 12 May 1, 1979' P. N. 605D TRACT 29053 Lot Expansion Expansive No. Soil Classification Index Nature 1-4 Brown Sandy Clay 66 Medium 7,10 Brown Silty Sand 40 Low 5-8, 9, 11 Brown Sandy Clay 63 Medium 12-20,21,25 Brown Silty Clay 87 Medium 26-27 Brown Sandy Silt 54 Medium 28 Lt Brown Silty Sand 4 Very Low 29-33 Brown Sandy Clay 58 Medium 34-40 Brown Sandy Silt 55 Medium 41,42,46, Brown Sandy Clay 63 Medium 48,51 Lt Brown Silty Sand 0 Very Low 43,44,47 Med Brown Clayey Sand 44 Low 45 Brown Clayey Sand 9 Very Low 49,50,52 Orange -Brown Silty Sand 0 Very Low 53,54 Lt Brown Silty Sand 1 Very Low 55,57 Lt Brown Silty Sand 6 Very Low 58,61 Med Brown Silty Sand 36 Low 59,60 Lt Brown Silty Sand 0 Very Low 62,63 Brown Clayey Silt ill High 64,67 Lt Brown Silty Sand 26 Low 68,70,71 Lt Brown Silty Sand 22 Low 69,72 Lt Brown Silty Clay 55 Medium 73-78 Lt Brown Silty Sand 12 Very Low 80-84,90-92 Lt Brown Silty Sand 40 Low 79,85-88,89 Lt Brown Silty Sand 0 Very Low 93-97 Lt Brown Sandy Clay 71 Medium 98-101 Brown Silty Clay 62 Medium TRACT 34161 Lot Expansion Expansive No. Soil Classification Index Nature 1-8 Brown Sandy Clay 52 Medium 9-13 Lt Brown Sandy Silt 49 Low 14-16 Med Brown Silty Sand 45 Low 17 Brown Silty Sand 2 Very Low 18-20 Med Brown Silty Sand 68 Medium 21-23 Lt Brown Clayey Sand 49 Low 24-27 Med Brown Sandy Silt 61 Medium 28-32 Broom Sandy Silt 61 Medium 33-38 Brown Silty Sand 37 Low 39 Medium Brown Silty Sand 0 Very Low 40-45 Brown Sandy Clay 56 Medium 46-53 Brown Silty Sand 13 Very Low 54-57 Brown Silty Sand 0 Very Low 58 Reddish Brown Silty Sand 2 Very Low 59-60 Brown Sandy Silt 44 Low 61-64 Brown Silty Sand 3 Very Low 65-68 Med Brown Clayey Sand 41 Low 69-71 Lt Brown Silty Sand 0 Very Low 72-74 Lt Brown Sandy Silt 44 Low Diamond Ridge, A Joint Venture May 1, 1979 Page 13 W.O. 605D TRACT 34161 t Lot Expansion Expansive No. Soil Classification Index Nature 75-79 Lt Brown Silty Sand 48 Low 80-84 Lt Brown Silty Sand 0 Very Low 85-91 Brown Silty Sand 28 Low 92-95 Brown Silty Sand 7 Very Low 96-100 Brown Silty Sand 28 Low Based on the above expansion potential of the foundation soils the lots are grouped into the following types: TRACT 29053 Very Low Expansion Potential Type I Lots 28,41,42,45,46,48- 52,53-57,59,60,73-79,85-89 Low Expansion Potential Type II Lots 7,10,43,44,47,58,61, 64-68,70,71,80-84,90-92 Medium Expansion Potential Type III Lots 5-8,9,11,21-25,29-33,12-20 69,72,93-101, 34;40, 1-40 High Expansion Potential Type IV Lots 62,63 1 TRACT 34161 Very Low Expansion Potential Type I Lots 17,39,46-53,54-58, 61-64 69-71, 80-84, 92-95 Low Expansion Potential Type II Lots 59-60, 65-68,72-74, 21-23, 33-35,75-79,85-91,96-100,9-13,14-16, - Medium Expansion Potential Type III Lots 18-20, 24-27,40-45, 1-8• 28-32 The foundation recommendations corresponding to these types are presented in the following Table. NS+ 7JJ FM N F1 N m 7 N N Y N^ wEO(A tY ti N W m W JJ N y I a JJWN v.7 4V .1 rl rz0 l V O N I O F U C1 N= P• N N H H mil' F O} W Ns+ O L J JJ a \ O Y A JJ L H N W v 6 U 7 OtoY..T N O O L O T A u y JJ N O O O t. N N S+ o SJ O G O N m N C+] rA E O (A 3 ,n N co ra N Eq @ E i J O E I N PTO NCI O- u T N T ai NOOrGlOOU N N W JJ JJ JJ JJ N I N N 0 N N a H •+ sa o v v 7 v v n G O co O N O N O N O N H G H E N C N O N G U N E G O O N U G U N na 4 r w El1+ F p o O JJ }+ G N N E+ O .. W N N ri JJ n. o a u p, w cJ n G N o JJ u o N N JJ u N N O A A • Cn C C r1 C G1 N N a S+ N N N N. N H N NtoInNIIUl+ rJ N N JJ rl H H N E: +J G R On N O Cn O V1 u •rl O N N O N rGWiOHrlOnLlS+ E S+ Q 3+ . O W V N O O O t+ u O N N N O A P O N N H N H N H 7 N w W W C w w cn R. In a o CN T E u u Q) N NNcnN o r1 N N w o' H N v N G C N T] 3+ N N W N> H v A n U 7 O 1 N G N CO 0 r-I OiNwuu; VJ N A 1+ N JJ A u F N p Id U O JJ tJ 4, 4J H f? O O G ba i m O N u fzG W 1+ u U N N O L G M\ H H H O C. UOFWCNOvl S+ w 3 N H U N N N F J 0oOinANAcoCiN L+ W N -H H ri H U W U U O N 7 O ri o O N M JJ QN a. w o 0 u u O C, o F o v H u N N N to H G A N N O H G a p o• o N tn o N N G N U N H N S+ i I N N •'1 O N u G A N CJ 0 n O J u N 1 W vpoiNaru+ 3 FOGuW G C S+ N rl H u U V( iJ N T F N Homrov u G u N is v G N G ro o en o N N u -. U W U O O O VI rt U N O a i+ N N rl U W C A N N W O N L N to 1Nt uN3a7kNrGi w u N L7 p r1 N u mu1 u C N C JJ C>: N G, N 14 N H N N v G N p T 6 O JJ A N O N N In O N u; v V u rf F A C N U O O V 0 N 'O N U rl N JJ O u q N A 0 0 a N N 41 J, w Gar. G • v m q 0.0 N O O N N N •rl r/ N •ri YV O H S+ F U Vi u. W N p +J S+ E 0 aNNUNNC. w w G a a G tia a o G u Vl E» G O N N rt G O O 'U N ENUCLGS O to w G N N N, N N C N Tf J M U H N > N N . N a J-+ G JJ C N w 5 0 0o J.J i o N H .c u u A N N O O H N 0" w S+ C 7 T Notes: RESIDENTAL FOUNDATION/SLABS SYSTEMS continued) 8. Reduce to 18 inches below top of slab for interior footings. 9. As an alternate to tie bars (note 6), the mesh in the floor slabs could he bent into the footing. 10. Reinforcement, in the garage floor slabs is recom- mended but is not mandatory if random cracking and -possible se_caration at the cracks are accept- able. S. F, Medall & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 14 W. O. 605D IErosion and Drainage Control Surficial stability of all cut and fill slopes on this tract can be improved by maintaining proper drainage control during and after the construction period. Water should be prevented from running over the top of slopes or the edge of drainage benches in order to avoid excessive erosion or saturation of exposed slope surfaces. It is essential that runoff be directed rapidly and in an unimpeded manner to the street or drainage structure. Slopes should be planted with a light weight deep-rooted type of ground cover. (See attached "Soil Erosion Control Recommendations for Slope Areas"). Homeowners should be notified to avoid excessive watering of slopes, particularly if sprinkler systems are installed on the slopes. Irrigation and sprinkling should be controlled so that wide variations in the moisture content of the soils (drying or saturation), are prevented. This is essential because saturated or near -saturated Surficial soils on the slopes are more likely to slump and become unsightly than those that are not over -watered. Positive drainage should also be provided around each building to minimize water infiltrating into the underlying soils. Fin- ished grades adjacent to exterior footings should be sloped down and away to facilitate surface drainage. Medall, Aragon, Worswick & Associates, Inc. I Diamond Ridge, A Joint Venture May 1, 1979 Page 15 ' W. O. 605D 1 Utility Trenches 1 Excavation of utility trenches in streets or lot easements along the toes of slopes is not recommended. The location of 1 any such excavations and the backfill placement procedures should be approved by the Soil Engineer and/or the Engineering 1 Geologist (See Table III in the Appendix for recommendations). Footing Inspection Prior to the placement of concrete, all footing excavations must be inspected by the Soil Engineer to confirm soil expan- siveness, to ascertain that the footings are founded on satis- factory soils, and to observe that the excavations are free'of loose and disturbed materials. CONCLUSIONS Based on the final results of tests made through May 2, 1979, and observations of the construction procedures used in the field, it is our opinion that the grading was performed essen- tially as described in this report. The compacted fills that are herein reported have been placed in accordance with the appli- cable portions of the job specifications and the recommendations of Medall, Aragon, Worswick & Associates, Inc. Medall, Aragon, Worswick & Associates, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 16 W. O. 605D This report applies only to those compacted fills tested and observed being compacted during the grading within the subject lots of Tract 29053 and 34161. Any fill added beyond the limits and/or above the grades shown, should be placed under engineering inspection and in accordance with the project specifications if it is to be covered by the recommendations of this report. Any changes in the as -graded condition of this and adjacent develop- ments should be evaluated with respect to soil conditions by this office to.determine the possible effects on the existing stability. A report containing results of tests and observations during street grading will be presented upon completion of the work. Some erosional damage has been observed to the driveways and pads. These areas should be repaired prior to their final approval. ' The compacted fill slopes and cut slopes are considered grossly stable as graded. Protecting the exposed slope surfaces against excessive erosion and saturation is essential if the existing surficial stability is to be maintained. All professional services provided in connection with the in- spections herein reported have complied with generally accepted practice in the fields of soil mechanics, foundation engineering and engineering geology. This warranty is in lieu of all other warranties, either expressed or implied. Thank you for this opportunity to be of continued service. Please call if you have any questions. Medall, Aragon & Worswick, Inc. Diamond Ridge, A Joint Venture May 1, 1979 Page 17 W. O. 605D 11 11 1 L Respectfully submitted, MEDALL, ARAGON, WORSWICK & ASSOCIATES, INC. By.' 4g&A Dante P. Dom go Staff Engines 1! 'e'/ _ - i G( Reviewed by.:Javed Chak Chief Engineer, R.C.E. 24605 DPD:MIB:JC:PD:LFA:dh tEnclosures: 1 c: Engineering Table I - Compaction Test Results Table II- Laboratory Maximum Density Test Results Table III- Utility Trench Backfill Recommendations Soil Erosion Control Recommendations for Slope:Areas Soluble Sulfate Test Results Plate 1 - Geologic Maps Prepared on 40-scale Grading, Plans Plate 2 Density Test Locations Plotted on 40-scale Grading Plans Plate.3 - As -Built Geologic Cross -Sections Plate 4 - Geologic Legend Supervised Grading Inspection Certificate 4) Addressee 2) Los Angeles County/with Certificate 1 Medall, Aragon, Worswiek & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 1 7/7/78 Lot 10/Tr.34160 736_ 18 107 92 H 2 Lot 10 739 18 107 92 H 3 Lot 10 730 17 107 92 H 4 Lot 10 733 19 107 92 H 5 Lot 35 743 20 107 92 H 6 Lot 35 745 20 105 90 A 7 Lot 10 742 21 106 91 A 8 7/8/78 Lot 34 /T1r.341.60 754 20. 108 92 H 9 Honeybrook" 760 18 107 92 H 10 Lot 40 772 19 107 92 H 11 7/10/78 Lot 37/Tr.34160 770 22 104 92 C 12 Lot 11 " 735 17 107 92 A 13 Lot 35 765 20 107 92 A 14 Lot 36 772 11 105 90 A 15 Honeybrook Ln. 768 12 104 93 C 16 Lot 35 768 21 107 91 A 17 Ambushers 740 21 106 91 A 18 Lot 10 730 11 103 92 C 19 Lot 10 735 16 102 92 C 20 Lot 10 740 15 103 92 C 21 7/11/78 Ambusher, 753 22 100 95 B 22 Lot 35 755 15 102 97 B 23 Lot 36 760 15 100 95 B 24 Honeybrook" 770 14 105 90 A 25 Lot 10 730 22 105 90 A 26 Lot 11 740 16 101 96 B 27 Lot 10 735 17 98 94 B 28 Lot 37 760 23 105 90 A 29 Lot 38 765 21 106 91 A 30 Lot 37 765 20 99 195 B 31 7/12/78 Lot 36/Tr.34160 768 20 123 92 C 32 Lot 38 " 767 17 119 91 C 33 Lot 36 770 19 122 91 C 34 Lot 10 " 737 22 126 92 C 35 Lot 35 760 22 130 91 A 36 Lot 37 767 20 126 90 A 37 Lot 37 768 23 130 91 A 38 Lot 38 766 22 128 90 A 39 Lot 11 745 21 129 92 A 40 1 Lot 10 743 23 130 91 A S. E. Medal] & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 41 7/13/78 Ambusher/i'r.34160 759 21 105 90 A 42 Lot 35 764 22 107 92 A 43 Honeybrook " 773 18 101 90 C 44 Lot 12 "' 750 18 106 91 A 45 Lot 10 730 19 106 91 A 46 Lot 9 735" 20 105 90 A 47 Lot 10 734 18 106 91 A 48 Lot 9 740 17 106 91 A 49 Lot 8 745 16 107 92 A 50 Lot 10 740 20 106 91 A 51 7/14/78 Lot 1VTr.34160 745 17 110' 94 A 52 Lot 10 758 15 106 91 A 53 Lot 36 765 17 105 90 A 54 Lot 37 770 16 106 91 A 55 Honeybrook 775 16 105 90 A 56 7/17/78 Lot 10/Tr.34160 742 20 104 93 C 57 Lot 11 747 18 110 94 A 58 Lot 12 752 20 102 91 C 59 Lot 9 744 18 101 90 C 60 Lot 13 750 17 105 90 A 61 Lot 12 " 754 16 106 91 A 62 Lot 13 753 15 107 92 A 63 Lot 14 "' 752 20 107 92 A 64 Lot 15 738 19 108 92 A 65 Lot 16 735 20 107 92 A 66 7/18/78 Lot 13/Tr.34160 753 12 101 90 C 67 f, Lot 14 755 14 103 92 C 68 Lot 17 725 16 110 95 A 69 Lot 19 720 20 106 91 A 70 Lot 13 757 15 105 90 A 71 Lot 16 740 17 100 95 B 72 Lot 14 758 21 97 93 B 73 Lot 15 745 15 105 91 A 74 Lot 16 740 16 104 92 C 75 Lot 17 727 16 107 91 A 76 Lot 12 755 15 105 90 A 1 S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative t Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 77 7/19/78 Ambushep'Tr.34160 760 21 104 90 A 78 Lot 10 753 17 102 91 C 79 Lot 13 767 16 102 91 C 80 Lot 35 770 22 103 92 C 81 Lot 36 773 16 100 95 B 82 Lot 37 775 25 89 92 B 83 Lot 38 776 23 92 90 B 84 Honeybrook 758 20 97 92 B 85 Lot 10 760 16 98 94 B 86 Lot 10 762 15- 98 93 B 87 Lot 11 763 21 110 94 A 88 Lot 10 765 16 101 91 C 89 Lot 9 766 19 98 94 B 90 Lot 10 768 16 101 90 C 91 Lot 11 770 22 105 90 A 92 Lot 12 760 23 107 92 A 93 Lot 15 747 15 100 90 C 94 Lot 17 730 20 110 95 A 95 Lot 11 765 16 97 93 B 96 Lot 40 777 17 107 92 A 97 Honeybrook 778 20 98 93 B 98 Lot 37 775 15 105 90 B 99 Lot 36 776 20 98 93 B 100 Lot 37 778 17 100 95 B 101 7/20/78 Lot 36/Tr.34160 779 14 104 93 C 102 Lot 10 755 15 103 92 C 103 Lot 40 780 23 97 93 B 104 Lot 11 766 16 105 90 A 105 Lot 13 764 17 98 93 B 106 Lot 15 750 21 109 94 A 107 Lot 17 735 15 98 94 B 108 Lot 7 750 16 101 90 C Lot 8 753 20 107 92 A109 110 Lot 9 755 14 99 94 B 111 Lot 40 785 21 104 93 C 1 IS. E. Medall & Associates, Inc. Test Date No. of Test TABLE I COMPACTION TEST RESULTS Test Location w. 0. 605D Dry Elev. Moisture Density feet) (% dry weight) (pcf.) Relative Compaction Soil M Type 112 7/21/78 Lot 40/Tr,34160 790 15 101 90 C 113 Lot 40 795 20 100 90 C 114 Honeybrook 798 18 102 91 C 115 Lot 40 800 20 101 90 C 116 Lot 39 805 19 101 90 C 117 Lot 40 810 15 103 92 C 118 Lot 41 806, 19 96 91 C 119 Lot 39 810 21 102 91 B 120 Lot 37 785 22 101 90 C 121 Lot 37 790 20 100 90 I 122 Lot 61 800 15 97 92 B 123 Lot 62 803 17 95 90 B 124 Honeybrook 800 21 100, 90 C 125 Lot 61 805 21 96 91 B 126 Lot 40 815 19 99 95 B 127 Lot 39 812 19 95 90 B 128 Lot 42 800 21 98 93 B 129 Lot 37 800 19 100 95 B 130 Lot 35 775 17 105 93 C 131 Lot 39 820 19 96 92 B 132 Lot 62 820 17 101 90 C 133 Lot 40 826 20 110 95 A 134 Lot 62 825 20 97 92 B 135 Lot 39 825 20 98 93 B 136 Lot 40 828 20 101 91 C 137 Lot 38 800 16 97 92 B 138 Lot 37 803 19 99 94 B 139 Honeybrook 800 17 105 93 C 140 Lot 41 808 17 101 90 C 141 Lot 6 755 21 110 94 A 142 Lot 5 764 18 95 90 B 143 Lot 12 770 17 104 93 C 144 Lot 14 775 20 96 92 B 145 Lot 16 773 18 99 95 B 146 7/22/78 Lot 39/Tr.34160 828 25 94 90 B 147 Lot 62 832 18 98 93 B 148 Lot 38 815 18 102 91 C 149 Lot 39 825 19 110 95 A 150 Lot 37 810 20 102 91 C iS. E. Medall & Associates, Inc. TABLE T W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 151 7/24/78 Lot 39/Tr.34160 830 15 103 92 C 152 Lot 62 832 16 103 92 C 153 Lot 61 833 20 103 92 C 154 Honeybrook 800 19 104 93 C 155 Lot 10 760 21 108 92 A 156 Lot 10 762 21 107 91 A 157 Lot 9 765 16 102 91 C 158 Lot 10' 765 20 104 93 C 159 Lot 8 766 15 100 95 B 160 Lot 7 768 14 99 94 B 161 Lot 6 770 17 99 95 B 162 Lot 5 777 16 106 94 A 163 Lot 6 778 21 111 95 A 164 Lot 7 780 15 103 92 C 165 Lot 8 782 20 104 93 C 166 Lot 9 784 22 111 95 A 167 Lot 10 785 22 110 94 A 168 Lot 11 788 21 106 91 A 169 Lot 12 780 20 106 91 A 170 Lot 35 805 21 106 91 A 171 Lot 36 808 20 105 90 A 172 Lot 37 812 21 106 91' A 173 7/25/78 Lot 61/Tr.34160 731 18 111 95 A 174 Lot 5 785 20 104 93 C 175 Lot 6 788 18 102 91 C 176 Lot 7 790 15 102 91 C 177 Lot 8 790 20 101 90 C 178 Lot 9 795 18 102 91 C 179 Lot 10 796 20 101 90 C 180 Lot 11 798 15 101 90 C 181 Lot 5 788 16 102 91 C 182 Lot 6 790 15 101 90 C 183 Lot 7 790 13 110 95 A 184 Lot 5 790 13 105 90 A 185 Lot 5 792 18 101 90 C 186 Lot 6 794 15 103 92 C 187 Lot 5 794 14 100 90 C 188 Lot 7 795 16 105 93 C 189 Lot 8 796 17 100 95 B 190 Lot 9 798 16 104 93 C 191 Lot 10 800 18 104 93 C IS. E. Medal[ & Associates, Inc. Test Date No. of Test TABLE I COMPACTION TEST RESULTS Test Location W. 0. 605D Dry Relative Elev. Moisture Density Compaction Soil feet) (% dry weight) (pcf) M Tm 192 7/25/78 Lot ll/Tr.34160 800 17 99 94 B 193 Lot 5 798 15 103 92 C 194 Lot 6 799 16 101 90 C 195 Lot 5 800 17 100 90 C 196 Lot 9 798 21 106 91 A 197 Lot 18 730 18 102 91 C 198 Lot 18 735 16 102 91 C 199 Lot 5 803 15 100 95 B 200 Lot 6 805 20. 102 91 C 201 Lot 38 820 20 101 90 C 202 Lot 37 819 19 103 92 C 203 Lot 36 818 21 102 91 C 204 Lot 35 817 16 98 93 B 205 Lot 17 738 15 102 91 C 206 Lot 5 808 19 101 90 C 7/26/78 Lot 6/Tr.34160 810 14 103 92 C207 208 Lot 5 811 18 102 91 C 209 Lot 7 794 19 101 91 C 210 Lot 8 793 18 102 91 C Lot 9 800 20 102 91 Ct2,11 212 Lot 10 800 15 104 92 C 213 Lot 17 740 20 100 90 C Lot 5 815 20 102 91 C214 215 Lot 6 816 20 103 92 C 216 Lot 5 818 16 102 91 C 217 Lot 7 798 17 105 94 C 218 Lot 8 796 16 97 92 B 219 Lot 9 803 16 95 90 B 220 Lot 4 798 12 106 94 C 221 Lot 5 820 17 96 91 B 222 Lot 6 818 17 98 94 B 223 Lot 5 822 21 101 96 B Lot 4 806 17 95 91 B224 225 Lot 5 825 22 95 90 B 226 Lot 4 810 21 94 90 B 227 Lot 6 822 18 94 90 B 228 Lot 7 805 14 98 93 B 229 Lot 4 815 21 97 92 B 230 Lot 5 828 18 100 95 B 231 Lot 4 820 20 100 95 B 232 Lot 5 830 21 102 91 C 233 Lot 6 825 18 104 93 C 234 Lot 7 810 20 103 92 C 235 Lot 8 800 15 102 91 C S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (7, dry weight) act) 106 Type 236 7/26/78 Lot 5/Tr•34160 833 19 94 C 237 Lot 4 823 19 105 94 C 238 Lot 6 828 18 106 94 C 239 Lot 7 815 19 105 94 C 240 Lot 9 805 20 101 90 C 241 7/27/78 Lot 8/Tr.34160 806 17 108 92 A 242 Lot 5 835 19 104 93 C 243 Lot 4 825 16 101 91 C 244 Lot 5 837 20 103 92 C 245 Lot 6 830 20 102 91 C 246 Lot 7 820 21 102 91 C 247 Lot 8 815 14 101 90 C Lot 9 810 20 103 92 C248 249 Lot 10 805 18 103 92 C 250 Lot 15 840 20 103 92 C 251 Lot 4 828 16 98 93 B 252 Lot 4 830 17 97 92 B 253 Lot 5 843 17 98 93 B 254 Lot 4 833 14 98 94 B 255 - Lot 6 833 23 94 90 B 256 Lot 4 835 18 103 92 C 257 Lot 4 848 21 95 91 B Lot 5 845 15 100 95 Bt258259Lot4840189994B 260 Lot 4 843 20 101 90 C Lot 8 818 17 99 94 B261 262 Lot 10 808 23 107 95 C 263 Lot 5 847 18 106 91 A 264 Ambusher 805 16 106 91 A 265 Lot 4 845 15 102 91 C 266 Lot 4 847 15 102 91 C 267 Lot 6 835 18 103 92 C 268 Lot 6 837 15 96 92 B 1 269 Lot 7 825 16 99 90 E 270 Lot 7 828 16 98 90 E 271 Lot 8 820 17 99 90 E 272 Lot 9 812 16 101 90 C S. E. Medalt & Associates, Inc. i, TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) xxpe 273 7/28/78 Lot 4/Tr;34160 850 21 110 95 A 274 Lot 13 768 14 102 91 C 275 Lot 35 819 20 101 91 C 276 Lot 36 820 19 103 92 C 277 Lot 37 822 20 102 91 C 278 Lot 38 826 20 103 92 C 279 Lot 39 832 19 103 92 C 280 Lot 44 " 821 21 104 93 C 281 Lot 43 " 822 19 103 92 C 282 Lot 62 " 830 18 101 90 C 283 Lot 40 " 832 18 101 90 C 284 Lot 15 " 754 18 101 90 C 285 Lot 14 760 20 103 92 C 286 Lot 15 " 759 20 101 90 C 287 7/31/78 Ambusher/rr,34160 808 16 105 90 A Honeybrook 012 18 100 90 C288 289 Lot 35 " 821 18 112 96 A 290 Lot 36 " 824 15 107 92 A Lot 37 826 16 103 93 D291 292 Lot 38 1 830 18 101 90 C 293 Lot 39 834 16 104 93 C 294 Lot 40 824 18 102 91 C 295 Lot 41 " 822 18 105 94 C 296 Lot 42 823 16 105 90 A 297 Lot 43 822 17 104 90 A Lot 44 " 823 17 99 90 D298 299 Lot 9 813 16 101 91 C 300 Lot 8 " 820 16 103 92 C 301 Lot 7 830 16 104 93 C 302 Lot 6 " 838 17 104 90 A 303 Lot 5 847 16 106 94 C 304 Lot 4 848 15 106 91 C Lot 3 820 18 107 92 A305 306 Lot 3 " 824 18 101 92 D 307 Lot 2 " 825 18 103 93 D 308 Lot 3 " 828 18 101 90 C 309 Lot 2 829 17 104 93 C 310 Lot 3 " 832 15 104 93 C 8/1/78 Lot 35/Tr,34.1.60 821 21 96 91 B311 312 Lot 36 826 15 108 93 A 313 Lot 37 " 828 18 104 90 A Lot 38 832 18 97 92 S314 315 Lot 39 11 836 18 105 93 C 316 Lot 40 826 18 102 91 C' 317 Lot 4 " 853 16 109 93 A 318 Ambusher 810 15 104 94 D S. E. Medal[ & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) cpf) TY C 319 8/1/78 Lot 42 /Tr.34160 825 15 100 90 C 320 Ambusher 815 15 101 92 D Lot 3 835 16 104 93 C321 322 Lot 9 814 16 95 86 D 323* Lot 9 814 16 105 95 D 324 Lot 8 821 16 102 91 C Lot 7 831 17 102 91 C325 326 Lot 6 838 16 101 90 C 327 Lot 5 847 20 102 91 C 328 Lot 4 850 17 102 91 C 329 Lot 3 828 18 101 90 C 330 Lot 2 829 18 102 91 C 331 Lot 4 852 17 102 93 D 332 Lot 3 830 16 101 90 C 333 Lot 3 835 17 103 92 C 334 Lot 4 854 17 102 91 C 335 8/2/78 Lot WTr.34160 835 15 ill 96 A 336 Lot 2 838 15 101 91 D Lot 3 840 16 101 90 C337 338= Lot 8 822 16 100 90 C 339 Lot 4 845 14 99 90 D 340 Lot 3 845 14 94 90 B 341 Lot 7 832 18 106 94 C1342Lot48481710392C 343 Lot 3 848 20 99 90 D Lot 3 850 19 100 90 C344 345 Lot 2 845 21 100 90 C 346 Lot 40 828 15 103 92 C 347 Lot 41 825 18 100 90 C 348 Lot 42 825 14 101 90 C 349 Lot 43 825 19 101 90 C 350 Lot 44 822 20 105 94 C Lot 44 825 15 98 93 B351 352 Lot 43 826 21 104 93 C 353 Lot 12 775 20 103 92 C Lot 13 772 20 104 93 C354 355 Lot 14 770 19 101 90 C 356 Lot 15 766 19 100 90 C 357 Lot 16 760 21 102 90 C 358 8/3/78 Lot 36/Tr.34160 827 14 103 92 C 359 Lot 37 835 21 104 92 C 360 Lot 38 837 16 102 91 C Retest of Previous failing test jS. E. Medall & Associates, Inc. Test Date No. of Test 361 8/3/78 362 363 364 365 366 367 368 369 370 371 372 373* (372) 374 375 376 377 378 379 380 3-81 382 383 384 385 386 387 338 389 390 391 392 393 394 395*(393) 396 397 398 399 400 401 TABLE I COMPACTION TEST RESULTS W. 0. 605D Dry Relative Elev. Moisture Density Compaction Soil Test Location feet) dry weight) pcf) M Type Lot 39/Tr.34160 838 17 103 92 C Lot 40 838 21 100 90 D Lot 41 837 17 102 91 C Lot 42 834 18 107 95 C Lot 43 827 17 100 90 D Lot 44 823 16 96 92 B Lot 44 830 20 104 93 C Lot 43 832 16 106 94 C Lot 42 835 16 107 95 C Lot 15 770 15 104 93 C Lot 14 775 16 102 93 E Lot 6 838 18 94 85 E Lot 6 838 18 102 93 E Lot 13 775 18 103 94 E Lot 14 778 18 102 93 E Lot 13 779 18 101 92 E Lot 4 851 21 101 92 E Lot 3 852 17 102 91 C Lot 2 850 20 101 91 E Lot 13 778 20 102 91 C Lot 14 780 21 103 93 E Lot 12 780 14 99 90 E Lot 13 782 14 99 90 E Lot 14 782 15 101 92 E Lot 4 853 14 101 92 E Lot 3 854 15 102 93 E Lot 2 852 16 102 93 E Lot 12 785 14 101 91 E Lot 13 786 14 100 91 E Lot 3 858 14 102 92 E Lot 2 857 13 100 91 E Lot 41 836 16 104 92 C Lot 41 837 13 99 88 C Lot 42 835 10 103 92 C Lot 41 837 15 102 91 C Lot 40 838 20 101 90 I Lot 41 845 13 100 90 D Lot 41. 850 15 101 91 D Lot 40 848 19 102 91 C Lot 61 840 16 101 90 C Lot 61 842 16 100 90 C Retest of previous failing tests IS. E. Medail & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Elev. Moisture Density Compaction Soil No._ of Test Test Location feet) (% dry weight) pcf) Type 402 8/4/78 Lot 60/T-r.34160 843 20 102 91 C 403 Lot 62 842 21 102 91 C 404 Lot 63 844 17 101 90 C 405 Lot 60 844 17 101 90 C 406 Lot 61 843 14 102 91 C 407 Lot 62 844 17 104 93 C Lot 63 845 18 103 92 C408 409 Lot 61 45 17 102 93 E 410 Lot 40 850 17. 100 90 C Lot 41 850 17 102 93 E t411412 Lot 42 850 17 100 91 E 413 Lot 43 850 16 103 94 E 414 Lot 44 850 18 101 90 C 415 Lot 64 845 20 102 91 C 416 8/7/78 Ambusher/Tr.34160 714 14 110 94 A 417 Lot 1 718 15 110 94 I 418 Lot 61 847 19 99 90 E 419 Lot 61 848 20 98 90 E 420 Lot 62 848 20 102 93 E 421 Lot 60 849 18 100 91 E 422 Lot 61 850 18 101 92 E 423 Lot 62 850 18 102 93 E 424 Lot 61 851 20 100 91 E 425 Lot 61 852 22 103 94 E 425 Lot 62 852 16 100 94 E 427 Lot 60 853 17 102 91 C 428 Lot 60 853 19 102 91 C 429 Lot 61 854 19 101 90 C 430 Lot 44 852 19 101 91 C Lot 43 852 16 102 91 Ct431432Lot428532010493C 433 Lot 41 853 22 103 92 C Lot 40 851 18 101 91 C434 435 Lot 63 847 16 107, 91 C 435 Lot 62 850 15 101 90 C 437 Lot 64 854 20 103 92 C 438 Lot 61 856 19 102 91 C 439 8/8/78 Lot 13YTr.34160 790 16 100 91 E 440 Lot 12 785 23 95 90 B 441 Lot 11 It 802 17 103 92 C 442 Lot 12 It787 16 107 92 A tS. E. Medall & Associates, Inc. TALE I W. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet:) Z dry weight) pcf) M xyp—e 443 8/8/78 Lot ll/Tr.34160, 789 18 102 91 C 444 Lot 12 790 15 102 91 C 445 Lot 60 855 17 102 91 C 446 Lot 60 857 17 101 90 C 447 Lot 61 858 18 103 92 C 448 Lot 62 854 18 103 93 D 449 8/9/78 Lot 23/Tr.34160 735 19 110 95 A 450 Ambusher 715 20 109 93 I 451 Lot 36 830 18 100 91 D Lot 60 860 18 104 94 D452 453 Lot 60 860 16 108 93 D 454 Lot 61 861 16 103 93 D Lot 62 860 17 102 92 D455 456 Lot 62 860 17 101 92 D 457 Lot 62 860 18 102 93 D Lot 61 861 16 100 90 C458 459 Lot 11 802 18 101 91 C 460 Lot 10 808 17 105 94 C 461 Lot 10 809 18 103 92 C Lot 35 823 17 103 92 C462 463 Lot 35 835 17 102 91 C 464 Lot 38 838 18 103 92 C Lot 39 838 17 104 93 C465 466 Lot 45 844 17 104 93 C 467 Lot 46 858 16 103 92 C 468 Lot 45 846 16 105 90 A 469 Lot 44 855 17 101 92 D 470 Lot 23 738 17 100 90 D 8/10/78 Lot 45/Tr.34160 848 18 105 94 C471 472 Lot 59 862 18 104 94 D 473 Lot 60 862 15 103 93. D 474 Lot 61 863 15 105 95 D 475 Lot 62 863 14 104 94 D 476 Lot 62 864 14 106 90 D 477 Lot 61 865 17 102 91 C Lot 62 865 17 103 92 I478 479 Lot 62 866 16 102 92 D 480 Lot 59 865 16 103 93 I 481 482 Lot Lot 60 61 866 866 17 16 101 101 91 90 D C 11 IS. E. Nledall & Associates, Inc. 1 TABLE I W. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) 7) Type 483 8/11/78 Lot 59/Tr.34160 868 17 103 92 C 484 Lot 60 " 869 16 109 94 A 485 Lot 61 859 17 103 92 C 486 Lot 62 868 17 105 94 I 487 Lot 59 870 18 106 91 A 488 Lot 60 871- 17 101 90 C Lot 61 871 17 103 92 C489 490 Lot 62 870 17 103 92 C 491 Lot 63 870 18. 100 91 D to Lot 9 to 815 15 106 91 A492 493 Lot 8 " 821 16 106 91 A 494 Lot 7 831 17 102 91 C 495 Lot 61 " 870 14 107 92 A Lot 62 " 874 14 104 94 D496 497* Lot 4/5(slope) 8.56 14 95 87 E 498 Lot 60 873 17 104 94 D Lot 59 " 875 17 103 92, C499 500 Lot 60 " 875 14 105 94 C 501 Lot 61 " 875 17 105 93 C 502 Lot 62 " 878 17 103 93 D 503 Lot 63 " 875 16 105 95 D 504 Lot 61 880 17 102 93 D 505 8/15/78 Lot 29/Tr.34160 750 15 100 91 E 506 Lot 29 " 745 19 100 91 E 507 11Lot 29 750 20 102 93 E 508 1.Lot 29 755 23 102 92 E 509 toLot 29 11758 17 100 91 E 510 11Lot 29 " 760 18 101 92 E 511 Lot 29 748 18 101 91 E 512 Lot 29 765 23 103 93 E 513 Lot 29 768 20 102 92 E 514 Lot 29 770 20 99 90 E 515 8/16/78 Slope 24/18" 768 19 100 91 E 516 775 20 96 91 B 517 24/19" 750 19 102 93 E 518 24/19" 752 16 101 92 E 519 25/27" 760 17 104 94 E 520 It 765 19 101 92 E Lot 29 775 21 103 94 E521 522 Lot 29 " 777 18 101 92 E 523 Lot 29 780 20 101 92 E 524 Lot 29 785 20 101 92 E I*Restest 845 IS. E. liledall & Associates, Inc. TABLE I W. 0. 605D MWACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 525 8/16/78 Lot 29/Tr.34160 790 20 101 92 E 526 Lot 29 " 783 21 102 93 E 527 Lot 29 it781 21 102 92 E 528 Slope 25/72" 780 22 102 93 E 529 Lot 72 785 20 100 91 E 530 Lot 71 788 18 101 92 E 531 Lot 70 792 20 100 91 E 532 Lot 69 795 23 101 92 E 533 Lot 68 800 20 102 93 E 534 8/17/78 Lot 18/Tr.34160 770 16 102 91 C 535 Lot 19 760 16 106 95 C 536 Lot 19 765 20 103 92 C 537 Lot 19 770 14 103 92 C 538 Lot 72 775 21 101 91 C 539 Lot 24 745 20 101 90 C 540 Lot 24 748 25 106 91 A 541 Lot 25 750 21 103 92 C 542 Lot 24 755 20 103 92 C 544 Lot 19 778 16 101 92 D 545 Lot 19 775 21 104 93 C 546 Lot 18 762 14 101 90 C 547 Lot 18 768 16 101 92 D 548 Lot 19 770 17 102 92 D 549 Lot 19 772 20 103 92 C 550 Ambusher 775 20 102 91 C 551 Lot 73 780 17 102 92 D 552 Lot 73 778 19 100 91 D 553 Lot 18 770 15 102 92 D 554 Lot 47 865 20 101 92 D 555 Lot 2 870 16 101 92 D 556 8/18/78 Lot 18/Tr.34160 770 14 94 90 S 557 Lot 26 750 16 101 92 E 558 Lot 27 752 15 102 92 E 559 Lot 27 751 20 101 91 E 560 Lot 26 753 18 102 93 E 561 Lot 23 756 16 101 92 E 552 Lot 24 758 17 100 91 E 563 Lot 23 760 22 102 93 E 564 Lot 26 755 17 101 92 E 565 Lot 27 756 15 101 91 E S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (``/, dry weight) pcf) aEe 8/18/78 Lot 25/Tr.34160 760 22 102 93 E566 567 Lot 27 762 25 106 96 E 568 Lot 3 FRG 16 118 93 E Lot 4 FRG 13 115 93 E569 570 Lot 5 FRG 14 115 92 E 571 Lot 6 FRG 14 118 94 E 572 Lot 7 FRG 17 121 94 E 573 Lot 8 FRG 16 116 91 D 574* Lot 3/slope 856 16 108 85 F 575 Lot 9 FRG 14 118 94 D Lot 10 FRG 16 119 92 E576 577** Lot 3/slope 862 15 105 83 E 578 Lot 26 760 15 117 93 E Lot 22 745 20 124 94 E579 580 8/21/78 Lot 26/'i'r.34160 760 22 94 90 B 581 Lot 27 762 14 100 91 E 582 Lot 26 764 17 101 92' E 583 Lot 25 762 22 103 93 E 584 Lot 24 760 22 102 93 E Lot 23 755 25 107 97 E585 _ 586 Lot 22 750 16 101 92 E 587 Lot 21 740 17 100 91 E 588 Lot 20 730 20 100 91 E 589 Lot 27 765 18 101 92 E 590 Lot 26 767 16 101 92 E 591 Lot 27 769 25 106 96 D Lot 38 FRG 16 106 96 E592 593** Lot 3/slope 859 16 97 88 D 594 Lot 37 FRG 12 101 92 E Lot 5/slope 843 15 92 84 C595*** 596 Lot 68 803 18 103 92 C 597 Lot 68 805 18 101 90 C 598 Lot 69 804 18 102 91 C Lot 70 806 18 103 92 C599 600 Lot 36 FRG 14 101 92 D 601 Lot 35 FRG 14 104 93 C Lot 40 FRG 13 105 95 D602 603 Lot 41 FRG 10 99 90 E 604 8/22/78 Lot 27/Tr.34160 770 16 102 93 E 605 Lot 42 FRG 14 105 96 E 6n6 Lot 43 FRG 16 103 94 E 607 Lot 11 FRG 15 102 92 D 608 Lot 12 FRG 14 105 95 E Retest 4740 FRG - Finished Grade Retest #760 Retest4885 S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry w2j,ht) pcf) Type 609* 8/22/78 Lot 4/Tr.34160 845 15 94 85 E 610 Lot 15 FRG 10 105 95 E 611 Lot 16 FRG 15 106 94 C Lot 17 FRG 14 102 92 E612 613' Lot 20 735 15 102 93 E 614 Lot 21 745 17 102 93 E Lot 22 755 17 102 93 C615 616 Lot 23 760 20 102 93 E 617 Lot 24 764 21 104 92 E 618 Lot 25 765 16 101 92 E Lot 26 768 20 100 91 E619 620 Lot 27 772 20 101 92 E 621 Lot 28 770 20 99 90 E 622 Lot 20 740 21 100 91 E 623 Lot 21 750 20 101 92 E 624 Lot 22 760 20 99 90 E 625 Lot 23 765 16 101 92 E 626 Lot 24 767 19 100 91' E 627 Lot 25 768 20 101 92 E 8/23/78 Lot 72/Tr.34160 802 22 98 90 E6,28 629 Lot 70 800 17 103 94 E 630 Lot 13 FRG 12 101 92 E Lot 7/slope 832 18 94 85 D631** 632 Lot 14 FRG 16 105 96 E 633 Lot 26 772 15 102 93 E 634 Lot 27 774 19 102 92 F. 635 Lot 28 773 16 101 92 E 636 Lot 18 775 16 102 93 E 637 Lot 19 780 25 106 97 E Lot 72 785 15 101 92 E63B 639 Lot 73 787 16 101 92 E: 640 Lot 26 774 20 103 93 F Lot 27 776 21 104 94 E641 642 Lot 28 775 17 101 92 F, 643 Lot 68 804 20 100 91 E 644 Lot 69 806 20 101 92 E 645 Lot 70 806 17 101 92 E 646 Lot 71 805 19 102 92 E 647 Lot 72 804 20 102 93 E Lot 19 778 10 101 92 E648 649 Lot 18 780 16 101 92 E 650 Lot 26 777 17 101 92 E 651 Lot 27 779 20 101 92 E Retest 761 Retest 4743 IS. E. Medatl & Associates, Inc. TABLE I W. 0. 605D C0i[PACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) Y, dry weight.) pcf) M _ Type 652 8/24/78 Lot 26/Tr3.4160 780 26 102 92 F 653 Lot 27 781 20 100 91 E 654 Lot 28 779 22 103 93 E 655 Running Branch" 782 21 99 90 E 656 Lot 18/Tr29053 782 19 100 91 E 657 Lot 19 " 780 _ 20 103 94 E 658 Lot 73/Tr34160 789 17 102 92 E 659 Lot 73 790 18 101 91 E 660 Lot 23 767 20 102 93 E 661 Lot 22 762 21 103 93 E 662 Lot 21 753 19 101 92 E 663 Lot 20 743 21 102 93 E 664 8/25/78 Lot 17/Tr34160 745 18 105 90 A 665 Lot 18 728 15 105 90 A 666 Lot 19 720 17, 106 91 A 667 Lot 12/Tr29053 718 17 103 93 E 668 Lot 13 720 18 103 94 E 669 Lot 59/Tr34160 877 18 101 92 E 670 Lot 60 879 17 103 94 E 671 Lot 61 880 18 103 93 E 672 Lot 62 880 16 106 91 A 673 Lot 59 880 18 101 92. E 674 Lot 60 882 18 103 94 E 675 Lot 61 882 17 102 93 E 676 Lot 18 820 12 105 93 C 677 Lot 13/Tr29053 745 19 102 93 E 678 Lot 20/Tr34160 747 20 101 92 E 679 Lot 21 755 21 100 91 E 680 Lot 22 763 20 101 92 E 681 Lot 20 748 21 101 92 E 682 Lot 21 757 20 100 91 E 683 Lot 22 765 20 100 90 - E 684 Lot 22 768 19 101 92 E 685 Lot 23 770 20 101 92 E 686 Lot 18 784 19 101 92 E 687 Lot 19 782 22 102 93 IE 688 8/29/78 Lot 59/Tr34160 882 15 100 91 E 689 Lot 60 884 17 102 93 E 690 Lot 61 885 19 101 92 E 691 Lot 62 884 20 101 92 E 692 Lot 60 886 18 101 92 E 693 Running Branch" 887 16 101 92 E 694 Lot 58 885 15 101 92 E 695 Lot 59 " 887 19 102 93 E 696 Lot 86 889 14 101' 92 E 697 Lot 87 888 15 101 92 E S. E. Nledail 2; Associal TABLE I w. o.605D COKPAC'TION TEST RESULTS Dry Relative Date Test Loc./ Elev. Moisture Density Compaction Soil of Test Tract No. (Feet) dry wei;ht) pcf) 7) Tyne 8/28/78 Running Branch/Tr34160.886 18 102 92 E Running Branch 887 17 102 92 E Lot 61 888 16 103 94 E Lot 87 890 23 95 91 R Lot 58 893 22 104 93 C Lot 86 390 15 90 86 F Lot 85 890 17 93 90 E Lot 86 890 18 103 93 D Lot 57 888 21 100 92 E Lot 58 894 18 104 93 C Lot 59 895 22 101 92 E Lot 60 889 19 100 91 D Lot 61 890 23 103 92 C Lot 62 889 19, 104 93 C 8/29/78 Lot 60/Tr34160. 897 11 98 93 B Lot 89 890 12 103 93 E Lot 56 900 18 96 91 B Lot 88 992 15 104 93 C Lot 43 824 „ 15 _. 85 81 B Lot 41 840 15 95 84 C Lot 71 810 16 105 93 C Lot 73/Tr34160 811 15 102 92 D Lot 19/Tr29053 784 16 103 92 C Lot 19 " 785 14 101 91 E Lot 18 736 18 101 91 E Lot 18 788 17 97 92 B Lot 68/Tr 34160 812 : 14 101 92 E Lot 69 815 19 102 93 E Lot 70 817 15 101 92 F. Lot 71 818 20 99 90 E Lot 72 " 818 16 101 92 E Lot 19/Tr29053 790 15 101 92 F Lot 18 792 14 102 93 F Running Branch/Tr343.60 795 17 101 92 E Lot 13/Tr 29053 722 18 101 92 E ' Lot 12 724 18 102 92 E Lot 13 726 15 101 92 E Lot 12 728 17 102 93 F Retest #705 I**Area reworked but not retested IS. 1E. PAedail & Associates, Inc. TABLE 3 W. &. 605D C0MP&CIT00 TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil mm No. of Test Tract Irnr N 736 737 8/]O/78 Lot Lot 28/7z34I6O 7U o 800 820 12 18 95 100 91 91 D 738 o Lot 73 x , 790 14 105 94 C 739 Lot 73 795 26 107 95 C 740 o Lot 860 15 94 gU B N 741* o Lot 5 840 15 98 89 F 742 Lot 6 o 832 16 lOS 94 C 743 Lot 7 825 16 96 91 B 744 Lot 28 803 13 95 90 D 745 n Lot 29 802 16 104 92 C 746 o Iot 69 820 15 118 93 E N 747 Lot 70 n 823 17 lV] 92 C m 748 n Lot 71 825 16 99 00 E 749 Lot 72 n 8Z6 16 I01 92 E 750 n I,Ot 4/Tr 29.053 708 17 104 93 C N 751 Lot 9 712 16 lDS 93 C 752 Lot 8 708 14 100 91 E 753 I/nt 12 730, 16 102 93 , E N 754 Lot 13 732 13 102 91 C 755 Lot 8 712 14 103 92 C 756 Lot u 714 13 101 42 E 757 o Lot D 717 14 94 C N 758 o Lot 12 732 13 102 93 E 7E9 o Lot 12 734 l] 103 42 C N N 760 8/3l/78 Lot 3/r 34l6O D57 l2 100 91 D 761 o I,nt 4 o 845 16 99 98 2 762»« Lot 8 815 18 9] 84 E N 763 o Lot 9 818 I8 I06 qS C 764 o Lot 8/Tr 29053 711 18 98 90 C 765 v Lot 7 710 16 102 92 D 766 Lot 8 714 14 100 91 E_ 767 o Lot 9 716 16 100 91 D- ' 768 o Lot 8 720 14 104 93 C' `^ 769 Lot 12 734 16 102 93 D 770 Lot 1.3 736 14` IVI 92 E 771 Lot 18 704 l] 100 91 B 772 Lot 1.9 796 16 10I 92 l N 773 Lot l8 748 l7 l0] 93 E N mo774 Lot 19 800 15 lOI 92 n 775 Lot l 665 15 lOZ 92 E 776 Lot 2 668 14 101 92 D N mo 777 Lot 3 675 15 102 92 E 778 Lot 4 o 685 17 103 94 D 0 780 779 n Lot Lot 5 6 710 717 16 17 lVl 101 92 92 E E 781 Lot 7 715 16 102 93 D 782 Lot 8 o 717 18 lUl 92 E Retest 1884 Retest 1886 S. E. Medail AssocialeS,IQc. N TABLE I w. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) M Type 9/l/78 Lot 12/Tr29053 738 13 101 92 E783 784 Lot 13 740 15 102 91 C 785 Lot 14 750 20 100 91 E Lot 15 760 16 101 92 E786 787 Lot 16 770 15 98 93 B 788 Lot 17 780 15 102 92 E 789 Lot 12 742 16 101 92 E Lot 13 744 17 102 92 E790 791 Lot 14 754 16 103 94 E 792 Lot 15 765 13 100 91 E 793 Lot 16 775 14 102 92 E 794 Lot 17 785 14 102 92 E 9/5/78 Lot 14/Tr29053 757 13 100 90 E795 796 Lot 15 768 18 102 92 E 797 Lot 16 779 19 101 92 E 798 Lot 17 788 17 102 93 E Lot 18 797 17 101 92, E799 800 Lot 19 799 15 101 92 E 801 Lot 14 761 16 103 92 C Lot 15 773 19 103 91 C802 803 Lot 16 783 15 100 91 E 804 Lot 17 792 14 100 91 E 805 Lot 2 673 15, 101 92 E 806 Lot 4 690 19 101 92 E 807 Lot 6 721 19 102 91 C 808 Lot 8 722 16 101 92 E 809 Lot 1 670 17 102 93 E 810 Lot 3 680 15 101 92 E 811 Lot 5 716 15 102 92 E Lot 7 720 18 101 92 E812 813 Lot 12 748 15 101 92 E 814 Lot 13 750 14 100 91 E 815 Lot 14 765 19 102 92 E Lot 15 777 17 101 92 E816 817 Lot 16 786 16 101 92 E 818 Lot 17 795 15 101 92 E 819 9/11/78 Lot 12/Tr29053 750 18 101. 92 E 820 Lot 13 753 15 101. 92 E 821 Lot 14 767 19 101 92 E 922 Lot 15 779 19 102 92 E 323 Lot 8 725 15 102 91 E 824 Lot 9 720 15 100 92 E Lot 3 685 16 101 92 E826 827 Lot 4 693 15 101 92 E 828 Lot 5 718 14 100 93 E S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (`/, dry wei.ghL) pcf) Tyne 829 9/11/78 Lot 6/Tr 29053 726 16 103 93 E 830 Lot 7 728 15 102 92 E 831* Lot 44/Tr34160 816 23 94 86. E 832** Lot 40 FRr, 14 95 86 E 833*** Lot 41 FRG 19 93 85 E 834 Lot 44 FRG 21 102 92 E 635 Lot 43 FRG 16 101 92 F 836 Lot 40 FRG 18 101 91 E 837 Lot 41 FRG 20 103 93 E 838 Lot 42 FRG 19 100 91 E 839 9/12/78 Lot 14/Tr 29053 741 17 100 91 E 840 Lot 15 803 17 101 92 E 841 Lot 16 812 15. 101 92 E 842 Lot 13 756 16 102 92 E 843 Lot 14 755 16 102. 91 E 844 Lot 15 805 18 101 1 91 E 845 Lot 8 748 16 101. 92 E 846 Lot 9 730 18 101 91 E 847 Lot 10 855 16 102 92 E 848 Lot 14 760 15 103 93 E 849 Lot 15 795. 18 102 92 E 850 Lot 16 795 18 102 93 E Lot 38/Tr 34160 FRG 21 99 90 E851 852 Lot 36 FRG 23 103 93 E 853 Lot 37 FRG 14 104 92 C Lot 35 FRG 18 103 92 C854 855 Lot 14 FRG 14 103 93 E 856 Lot 14 780 16 100 91 E 857 Lot 15 776 16 103 92 C 858 Lot 17 755 19 103 93 E 859 Lot 18 738 14 100 90 E 860 Lot 19 730 17 103 92 C 861 Lot 16 721 16 104 92 C 862 Lot 19 724 16 100 91 F. 863 Lot 14 784 15 104 90 G 864 Lot 16 750 16 101 91 C 865 Lot 18 725 15 103 92 C 866 Lot 19/Tr 29053 755 12 102 92 E 867 Lot 17 780 14 104 92 C 868 Lot 15 765 14 1.02 91 C 869 Lot 14 765 13 100 90 E 870 Lot 17 774 15 101 91 E Lot 17 779 18 103 92 C871 872 Lot 19 765 16 103 91 C Retest #881 Retest #836 Retest 4837 IS. E. Nledall & A3sociatas, Inc. TABLE I ld. 0' 605D COMPACTION TEST RESULTS RelativeDry Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of .Test Tract No. Feet) (% dry wei,,ht) j2cf) M type 873 9/13/78 Lot 70/Tr34160 851 20 100 90 E 874 Lot 72 830 15 100 90 E 875 Lot 34 FRG 18 105 94 C Lot 30 815 12 99 85 A876* 877 Lot 30R 815 20 102 93 E 878 Lot 32 817 14 106 95 C' Lot 33 815 13 103 93 E879 880 Lot 34 812 18 106 94 C 881 Lot 44 833 13 103 93 E 882 Lot 43 832 13 101 92 E 883 Lot 42 830 13 102 91 C 884 Lot 41 839 13 103 92 C 885 Lot 40 845 14. 101 92 E 886 Lot 45 861 15. 102 93 E 887 9/14/78 Lot 14/Tr34160 770 15 101 91 C Lot 16 752 16 102 91 C888 869 Lot 15 767 18 100 91 E 690 Lot 17 FRG 19 100 91 E 891 Lot 19 718 18 100 91 E 892 Lot 18 747 20 101 91 E 893 Lot 16 FRG, 16 100 91 E 894 Lot 15 FRG 18 100 91 E 895 Lot 14 776 16 102 91 C 896 Lot 18 728 16 103 92 C 897 Lot 18 FRG 16 101 92 E 898 Lot 19 FRG 15 101 92 E 899 Lot 43/Tr34161 FRG 18 102 92 E 900 Lot 44. FRG 17 103 92 E 901 9/15/78 Lot 17/Tr34160 770 15 101 92 E 902 Lot 17 785 13 99 90 E 903 Lot 41 FRG 14 101 92 .. r---E- 904 Lot 13 FRG 20 109 97 C 905 Lot 14 FRG 20 110. 98 C 906 Lot 15 FRG 21 107 95 C 907 Lot 18 FRG 15 104 93 C Lot 19 FRG 15 102 91 C908 909 Lot 92/Tr29053 760 16 101 91 E 910 Lot 92 764 16 102 91 C Lot 42 790 18 102 91 C911 912 Lot 42 792 18 102 93 E Retest #877 — Associates, Inc. TABLE I W• 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) M Type 9/18/78 Lot 42/Tr29053 760 20 101 91 E913 914 Lot 41 760 13 100 91 E 915 Lot 42 762 14 100 91 E Lot 68 762 15 101 92 E916 917 Lot 68 764 15 104 93 C 918 Lot 70 " 764 14 101 92 F. 919 Lot 68 766 14 101 92 E Lot 69 768 15 102 93 E920 921 Lot 70 770 18 99 90 E 922 Lot 68 770 15 102 93 E 923 9/19/78 Lot 43/Tr29053 772 18 94 90 B 924 Lot 41 772 18 96 91 B 925 Lot 68 774 20 103 94 E 926 Lot 69 774 20 103 94 F. 927 Lot 71 776 19 105 95 E 928 Lot 70 776 12 96 91 B 929 Lot 68 778 13 95 90, B 930 Lot 69 778 14 95 91 B 931 Lot 70 780 15 101 92 E 932 Lot 42 780 18 101 92 E 933 9/20/78 Lot 74/Tr29053 760 14 100 92 E 934 Lot 71 758 15 103 93 E 935 Lot 45 762 13 103 92 C 936 Lot 87 762 19 101 92 E, 937 Lot 68 766 18 96 92 B Lot 85 767 21 104 95 E938 939 Lot 86 769 18 101 92 E 940 Lot 85 769 18 101 91 E 941 Lot 87 771 16 101 92 E 942 Lot 72 771 18 101 92 E 943 9/21/78 Lot 72/Tr29053 773 18 101 93 E Lot 74 774 19 100 91 E944 945 Lot 73 775 18 101 92 E 946 Lot 70 776 19 103 93 E Lot 86 777 19 103 92 E947 948 Lot 44 773 15 103 92 C 949 Lot 43 774 14 103 92 E 950 Lot 42 775 15 103 91 C 951 Lot 41 " 776 15 103 92 C 952 Lot 68 777 16 102 91 C 953 Lot 69 778 18 101 90 C 954 Lot 71 780 18 101 92 E 955 Lot 72 780 18 101 91 E 1 S. E. Medall & Associates, Inc. 1 TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of 'test Tract No. Feet) (7, dry Height) f) Type 9/22/78 Lot 41/Tr29053 782 20 108 92 A956 957 Lot 42 783 20 105 90 A 958 Lot 44 784 19 103 92 C " 959 Lot 45 785 20 104 93 C 960 Lot 69 780 22 104 93 C 961 Lot 70 783 23 102 92 E . 962 Lot 72 785 20 105 90 A 963 Lot 98 "' 659 20 101 92 E 964 Lot 99 661 1.8 104 93 C 965 Lot 101 663 18 105 90 A 966 9/25/78 Lot 26/Tr34160 790 13 99 90 C 967 Lot 27 795 14 98 90 C Lot 28 800 14 99 90 C968 969 Lot 25 805 16 98 90 C 970 Lot 24 800 16 95 90 A 9/26/78 Lot 23/Tr34160 780 17 85 80 E971* 971A Lot 23 780 16 94 90 E 972 Lot 22 785 21 97 91 A Lot 23 770 21 95 90 E973 974 Lot 21 758 19 i00 91 C 975 Lot 26/Tr34160 765 18 95 90 E 976 Lot 28 760 18 96 90 E 977 9/27/78 Lot 89/Tr29053 698 23 98 90 C 978 Lot 90 ". 700 19 101 93 C Lot 90 700 22 99" 91 C979 980 Lot 96 702 25 99 91 C 981 Lot 96 702 15 104 90 G 982 Lot 91 704 18 102 92 E 983 Lot 91 704 15 101 92 E 984 Lot 91 705 15 107 93 G 985 Lot 91 705 16 105 91 E 986 Lot 95 706 23 101 92 E - 987 Lot 95 706 19 104 90 G 988 Lot 95 706 11 107 92 G 989 Lot 95 708 18 102 92 E 990 Lot 94 708 18 102 92 E 991 Lot 94 " 710 20 103 94 E. Lot 92 710 16 103 93 E992 993 Lot 92 712 23 101 92 E 994 Lot 93 712 19 100 90 E 995 Lot 93 714 20 100 90 E Lot 87 714 14 99 90 E996 997 Lot 98 675 19 100 91 E 998 Lot 98 716 15 98 91 E 999 Lot 98 686 17 101 92 E 1000 Lot 97 718 13 104 94 E Retest 971A E.9sdafl & Associates, I11o. TABLE I IJ. o. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (% dry weight) pcf) Tyne 1001 9/20/78 Lot 96/Tr29053 720 21 100 90 E 1002 Lot'89 720 18 99 90 E 1003 Lot 90 722 21 100 91 _. E 1004 Lot 94 722 19 102 93 E 1005 Lot 92 724 16 104 91 G- 1006 Lot 99 706 21 102 93 F. 1007 Lob 99 726 18 101 91 E 1008 Lot 98 728 21 103 93 E 1009 Lot 99 728 17 ill 96 G 1010 Lot 97 730 15 ill 96 G 1011 9/28/78 Lot 1/Tr29053 877. 19 101 92 E 1012 Lot 1 878 23 103 93 E 1013 Lot 1 877 21 107 92 G 1014 Lot 1 874 16 107 93 G 1015 Lot 1 876 14 102 92 E 1016 Buttress Lot 1 877 23 106 92 G 1017 Lot 96 725 17 99 90 E 1018 Lot 93 725 18 106 92 G 1019 Lot 91 727 18 105 91 G 1020 Lot 89 727 20 102 92 E 1021 Lot 96 729 16 98 90 F 1022 Lot 94 729 21 97 90 F 1023 Lot 90 731 19 101. 92 F 1024 Lot 90 731 15 101 92 F 1025 Lot 96 733 15 102 92 E Lot 95 733 14 102 93 E1026 1027 Lot 91. 735, 20 100 91 E 1028 Lot 96 735 13 100 91 E Lot 93 737 13 98 91 F1029 1030 Lot 90 737 16 9.9 90 E 1031 9/29/78 Lot 87/Tr29053 755 21 102 93 E 1032 Lot 86 800 17 106 92 G 1033 Lot 85 780 18 101 92 E 1034 Lot 87 785 21 98 90 F 1035 Lot 85 755 11 104 91 G 1036 Lot 72/Tr34160 832 15 99 90 C 1037 Lot 72 829 14 103 90 G 1038 Lot 71 844 21 103 90 G 1039 Lot 71 840 19 106 92 G 1040 Lot 70 835 23' 100 91 E I r- Medall & Associa?es, Inc. 1 TABLE I W. 0. 605E COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (Z dry weight) pcf) Type i,041 9/29/78 Lot 70/Tr34160 835 20 99 90 E 1042 Lot 69 849 15 106 91 G 1043 Lot 69 846 19 103 90 G 1044 Lot 68 833 18 105 91 G 1045 Lot 68 823 18 105 91 G 1046 Lot 67 838 20 104 90 G 1047 Lot 67 867 9 104 90 G 1048 Lot 99/Tr29053 722 14 102 92 E 1049 Lot 99 " 722 14 114 93 C 1050 Lot 99 724 12 103 93 E 1051 Lot 99/Tr29053 724 11 103 94 E 1052 Lot 86 726 12 104 94 C 1053 Lot 100. 726 13 105 93 C 1054 Lot 99 726 15 104 94 E 1055 Lot 100 726 14 104 94 E 1056 Lot 86 726 12 104 93 C 1057 Lot 99 726 11 103 94 E 1058 10/2/78 Lot 53/Tr34161 874 18 103 94 C 1059 Lot 53 849 16 104 90 G 1060- Lot 52 854 16 106 92 G 1061 Lot 52 857 - 16 - 105 91 G 1062 Lot 51 858 8 102 93 C 1063 Lot 51 860 18 100 92 C Lot 50 863 12 98 90 C1064 1065 Lot 50. 861 13 99 91 C 1066 Lot 49 863 15 97 91 A 1067 Lot 49 862 15 105 91 G 1068 Lot 98/Tr29053 686 20 99 90 E 1069 Lot 98 " 704 23 103 94 E 1070 Lot 87 695 17 100 91 E 1071 Lot 87 760 23 99 90 E 1072 Lot 97 715 20 99 90 E - 1073 Lot 95 734 19 101 92 E ` Lot 90 785 21 100 91 E1074 1075 Lot 97 735 21 100 91 E 1076 Lot 48/Tr34161 860 18 98 90 C 1077 Lot 48 851 17 103 94 C 1078 Lot 89/Tr29053 792 12 110 95 G . 1079 Lot 97 696 10 104 94 E 1080 Lot 98 686 14 105 91 G Lot 99 685 14 105 90 G1081 1082 Lot 99 " 715 12 103 93 E 1083 Lot 100 675 13 108 94 G 1084 No Test P 9edafl Associa;as, Inc. TABLE I lJ. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of .Test Tract No. Feet) (`/, dry weight) pcf) M - Tyne 1 1085 10/3./78 Lot 63/Tr34160 886 25 91 87Nat. E 1086 Lot:75 855 12 101 92 C 1087 Lot 76 855 12 105 92 G Lot 76 858 14 109 95 G1088 1089 Lot 77 868 15 96 90 A 1090 Lot 77 861 6 108 93 G Lot 78 861 6 99 91 C1091 1092 Lot 78 862 6 102 94 C 1093 Lot 79 864 9 ill 96 G 1094 Lot 79 867 13 107 92 G Lot 80 867 14 100 91 C1095 1096 Lot 81 873 16 108 94 G 1097 Lot 66 869 14 105 91 G Lot 65 873 13 97 91 A1098 1099 Lot 87/Tr29053 682 22 102 93 E 1100 Lot 96 735 18 104 94 E 1101 Lot 94 753 20 105 95 E 1102 Lot 93 771 21 96 91 A 1103 Lot 98 725 21 100 91 E 1104 10/4/78 Lot 86/Tr29053 748 23 101 92 E 1105 Lot 98 748. 21. 100 91 E . 1106 Lot 86 750 18 105 92 G ' 1107 Lot 98 750 17 101 91 E 1108 Lot 85 752 20 97 90 F 1109 Lot 88/Tr29053 782 10 103 90 G 1110 Lot 86 754 19 99 91 C 1111 Lot 87 754 17 96 90 A 1112 Lot 85. 756 18 96 90 A 1113 Lot 88 756 21 104 95 E 1114 Lot 85 760 18 102 92 E 1115 Lot 86 760 19 99 91 E 1116 Lot 88 762 22 100 91-. Lot 86 762 16 104 91 G1117 1118 Lot 86 758 20 104 95 E 1119 Lot 88 758 21 105 95 E 1120 Lot 87 764 23 103 93 E 1121 Lot 85 764 16 97 90 F11122Lot88766239790F 1123 Lot 86 766 19 104 94 E PAedall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) dry weight) pcf) 7) one 1124 10/5/78 Lot 65/Tr34160 872 15 105 91 G 1125 Lot 64 879 14 104 91 G 1126 Lot 64 879 16 105 92 G 1127 1128 Lot Lot 66 63 867 884 16 18 103 105 94 91 E G 1129 Lot 84/Tr29053 770 18 105 91 G 1130 Lot 87 770 18 104 91 G 1131 Lot 88 772 15 105 91 G 1132 Lot 85 772 15 104 90 G 1133 Lot 87 774 22 102 93 E' 1134 Lot 85 774 18 104 94 F 1135 Lot 86 776 20 97 91 A 1136 Lot 87 776 21 107 97 F 1137 Lot 84 778 18 99 90 E 1138 Lot 85 778 21 102 93 E 1139 Lot 86 780 19 103 94 E 1140 Lot 87 780 21 102 93 E 1141 Lot 85 782 20 101 92 R 1142 Lot 87 782 24 99 91 F 10/6/78 Lot 86/Tr29053 784 12 106 96 E1143 1144 Lot 87 774 13 107 97 E 1145 Lot 88 774 15 106 96 E 1146 Lot 84 776 12 106 96 E 1147 Lot 86 776 12 106 96 F 1148 Lot 87 776 14 104 95 F 1149 Lot 88 776 14 106 94 C Lot 86 778 15 108 95 C1150 1151 Lot 87 778 16 107 95 C 1152 Lot 88 778 16 106 95 C 1153 1154 Lot Lot 85 84 778 778 16 18 106 106 96 93 C C 1155 Lot 88 778 14 107 95 1156 Lot 86 778 14 106 94 C.- C 1157 Lot 84 780 16 103 93 E 1158 Lot 84 780 14 104 94 E 1159 Lot 85 782 16 102 92 E 1160 Lot 86 782 14 104 94 E 1161 Lot 85 784 18 105 95 E 1162 Lot 85 784 17 106 96 E 1.163 Lot 84 786 18 100 91 E 1164 Lot 85 786 17 101 92 E 1.165 Lot 87 786 22 102 92 E I Associaiss, Inc. 1, TABLE I COMPACTION TEST .RESULTS I` Test Date Test Loc./ Elev. Moisture No. of Test Tract No. ht) Feet) (`/, dry aeip W. 0• 605D Dry Relative Density Compaction Soil pcf) (`/,) Type 1166 10/6/78 Lot 86/Tr29053 786 19 98 91 F 1167 Lot 84 788 22 99 90 E 1168 Lot 85 788 14 101 91 E 1169 Lot 86 788 20 97 91 A 1170 Lot 86 788 22 101 92 E 1171 Lot 84 790 19 103 94 E 1172 Lot 85 790 15. 101 92 E 1173 Lot 87 790 1,9 98 91 F 1174'.. 10/7/78 Lot 74/Tr34160 848 11 105 92 G Lot 74 '. 851 16 106 90 GI11751176,., Lot 80 870 14 109 95 G 1177 Lot 81 873 13 109_ 94 G 1178 Lot 99/TR 29053 707 18 104 95 E 1179 Lot 99 "' 707 19 102 92 E 1180 Lot 87/Tr29053 753 18 105 92 G 1181 Lot 87 753 26 100 91 E 1182'':, 1 Lot 88 " 758 14 104 93 C I183'..; Lot 89 758 15 105 94 C 1184 .. Lot 87 760 18 99 90 F Lot 87 760 22 102 93 E I11851186 Lot 82/Tr34160 878 13 105 92 G 1187.: Lot 82 " 877 14 106 93 G 1188 Lot 83 882 15 105 91 G 1,1189'. Lot 83 882 16 105 91 G 1190 Lot 95/Tr29053 737 14 106 92 G 1191 Lot 95 740 16 106 91 C Lot 95 744 15 103 91 GL11921193..r Lot 95: 748 16 106 92 G 1194 Lot 95 752 18 105 91 G 1195 Lot 95 756 20 102 93 E 1196 10/9/78 Lot 94/Tr29053 768 16 106 92 Q 1197 Lot 94 770 16 101 91 .. E 1198 Lot 37 786 16 102 93 E 1199 Lot 38 786 18 99 90 E 1 1 n.!'?clall a Associates, Inc. TABLE I W. 0. 605D Test Date No. of Test 1200 1201 1202 1203 1204 1205 120 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217 1218 1219 1220 1221 1222 1223 1224 1225 1226 1227 ems' 1229 1230 123 1232 1233 1234 1235 1236 1237 1238 1239 1240 1241 1242 1243 1244 ACTION TEST RESULTS Elcv. Test Location (feet) 10/9/78 Lot 44/Tr29053 810 Lot 45 817 Lot 46 822 Lot 40 780 Lot 39 778 Lot 35 782 Lot 36 782 Lot 37 774 Lot 38 788 Lot 39 780 Lot 40 780 Lot 44. 812 Lot 96 761 Lot 89 765 Lot 36 780 Lot 36 780 Lot 86 790 Lot 87 790 Lot 86 800 Lot 85 800 Lot 84 818 Lot 4. FRG Lot 4 720 Lot. 4 718 Lot 7 744 Lot 8 754 Lot 9 764 Lot 11 773 10/10/78 Key Lot 35 Dry Relative Moisture Density Compaction Soil Z dry weight) pcf) M Tyke. 18 103 94 E 20 103 93 E 15 104 91 G 19 107 95 C 14 99 91 C-1 18 102 93 E 18 103 93 E 14 105 92 G 16 100 91 E 16 102 91 C 18 98 90 C 17 104 93 C-1 19 103 92 C-1 11 106 94 C-1 13 105, 91 G. 13 104 91 G 12 104 90 G 13 101 90 C-1 12 105 91 G 14 103 91 C-1 14 102 91 C-1 14 98, 91 F 15 98 91 F 12 103 93 E 18 95 90 A 20 94 92 H 15 104 94 E 15 100 91 E Tract 29053 775 16 99 91 Key Lot 35 780 13 108 93 Key Lot 35 785 11 109 95 Key Lot 35 790 15 99 91 Key Lot 35 795 12 106 92 Key Lot 35 772 12 109 95 Lot 88 785 10 107 93 Lot 87 790 10 109 95 Lot 86 797 15 108 93 Lot 85 805 16 103 95 Lot 84 813 14 102 93 s'- Lot'83 821 10 107 93 Lot 82 828 7 99 91 Lot 81 833 12 100 91 Lot 80 836 11 101 92 Lot 79 838 14 100 95 Lot 78 837 10 108 94 S. I.i;1 cIaII a Sjssoclai?S, Inc. 1 TA13LE l W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of .Test Tract No. Feet) dry wei;ht) cPf) Win-e 1245 10/10/78 Lot 77/Tr29053 835 13 107 93 G 1246 Lot 76 832 14 102 93 C 1247 Lot 76, 834 15 100 91 C 1248 Lot 88 793 11 108 94 G 1249 Lot 87 798 14 105 91 G 1250 Lot 86 804 7 109 94 G 1251 Lot 85 812 12 107 93 G Lot 84 820 18 108 94 G1252 1253 Lot 83 828 12 108 94 G 1254 Lot 83 829 20 98 90 F Lot 82 834 12 104 93 C-11255 1256 Lot 82 836 17 ill 96 G 1257 10/11/78 Lot 81/Tr29053 840 12 105 91 G 1258 Lot 81 841 12 108 93 G 1259 Lot 80 843 11 101 93 C 1260 Lot 80 844 12 105 91 G 1261 Lot 79 845 12 105 91 G 1262 Lot 79 846 16 107 93 G 1263 Lot 78 844 12 108 94 G Lot 78 847 15 107 93 G1264 1265 Lot 77 842 12 104 92 C-1 1266 Lot 77 845' 14 105 92 G 1267 Lot 76 838 15 105 92 G 1268 10/12/78 Lot 75/Tr29053 827 14 98 90 C 1269 Lot 75 829 20 104 95 C 1270 Lot 74 814 16 102 93 C 1271 Lot 74 615 10 98 90 C 1272 Lot 73 806 10 99 90 C 1273 Lot 73 807 12 103 94 C t1274 Lot 64 827 15 105 90 G 1275 Lot 64 829 12 106 9.2 G_ _ 1276 Lot 65 828 16 104 90 Lot 65 828 19 99 91 F1277 1278 Lot 66 827 12 103 94 C 1279 Lot 66 828 19 102 93 C 1280 Lot 67 826 9 104 90 G 1281 Lot 67 827 12 106 92 G 1282 Lot 72 790 8 101 92 C 1283 Lot 72 789 12 102 93 C-1 Lot 71 792 10 100 92 C1284 1285 Lot 71 791 12 105 91 G c. Nladall & Associales, Inc. TABLE Z W. 0.605D MIPACTION TEST RESULTS Dry Relative Test Date. Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) M Type. 1286 10/12/78 Lot 70/Tr29053 798 13 103 92 C 1287 Lot 70 797 9 103 94 C-1 1288 Lot 98 716 16 93 88 A Lot 98 720 15 96 89 C-11289 1290 Lot 98 718 15 96 91 A 1291 Lot 99 700 15 91 87 A 1292 Lot 98 700 16 91 87 A t1293 Lot 100 694 17 94 88 A 1294 Lot 98 693 23 113 98 G 1295 Lot 99 680 10 86 83 A 1296 Lot 98 716 18 99 90 E 1297 Lot 98 720 20 103 92 C 1298 Lot 99 700 16 102 91 C 1299 Lot 98 700 18 108 94 G 1300 Lot 100 694 15 97 92 A 1301 Lot 98 693 19 99 90 E 1302 Lot 99 680 19 104 90 G 1 1303 Lot 69 804 17 98 90 F 1304 10/13/78 Lot 69/Tr29053 805 18 102 91 C Lot 68 806 12 99 90 C1305 1306 Lot 68 809 12 100 91 C 1307 Lot 41 807 13 105 91 G Lot 41 786 12 100 90 E1308 1309 Lot 42 790 20 102 90 C 1310 Lot 42 792 13 103 90 G 1311 Lot 43 792 17 103 92 C 1312 Lot 43 797 14 105 91 G 1313 Lot 44 795 14 110 95 G 1314 Lot 44 804 12 101 93 F 1315 Lot 45 804 15 104 90 G 1316 Lot 45 810 17 104 93 C-1 1317 Lot 63 810 14 164 92 C-1 1318 Lot 63 822 13 100 92 C 1319 Lot 63 825 16 102 91 C 1320 Lot 63 13 99 90 E 1321 Lot 62 16 99 90 E 1322 10/1.4/78 Lot 62/Tr29053 817 17 105 94 C-1 1323 Lot 62 817 16 102 91 C-]. Lot 61 843 13 105 93 C-11324 1325 Lot 60 843 19 104 92 C-1 1326 Lot 60 845 12 102 90 C-1 1327 Lot 46 845 17 104 90 G Lot 46 823 16 103 92 C1328 1329 Lot 47 825 16 103 91 C I S. E. Piledall & Associales, Inc. TABLE I Date of Test Test Loc./ Tract No. COMPACTION TEST RESULTS 10/14/78 Lot 47/Tr29053 Lot 67 " Lot 69 " Lot 68 " Lot 68 " W. 0. 605D Dry Relative Elev. Moisture Density Compaction Soil Feet) 7 dry weight) i2=• pcf) 823 12 106 91 G 825 11 106 92 G 825 12 103 92 .. C 814 15 103 91 C 809 15 104 92 C 10/16/78 Lot 40/Tr29053 787 11 100 91 C-1 Lot 40 787 10 99 90 C-1 Lot 40 789 14 102 90 C Lot 40 789 22 95 90 A Lot 43 817 14 98 90 C-1 Lot 44 817 12 99 90 C-1 Lot 45 817 12 99 90 C-1 Lot 45 817 13 101 92 C-1 Lot 73/Tr34160 855 14 102 90 C Lot 74 858 14 103 92 C Lot 75 862 14 98 90 C-1 Lot 76 864 15 103 92 C Lot 81 892 15 103 91 C Lot 82 898 14 102 91 C Lot 83 903 19 102 92 E Lot 73 865 12 107 92 G Lot 74 865 15 103 91 C Lot 75 865 12 102 90 C Lot 76 870 12 102 90 C Lot 83 903 14 102 91 C Lot 48/Tr29053 840 19 100 90 E Lot 48 840 18 99 90 E Lot 61- 841 15 98 90 C-1 Lot 60 842 20 103 91 C Lot 57 841 16 97 91 A Lot 57 841 10 103 91 C Lot 58 842 14 103 91 Lot 58 841 18 98 90 F iiinC)uii a Associn TABLE I 14• 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (G dry weight) 8cf.) one t1363 10/17/78 Lot 73/Tr34160 875 13 103 91 C 1364 Lot 74 875 17 105 94 C 1365 Lot 75 875 12 99 90 .. C Lot 76 875 15 108 93 G1366 1367 Lot 81 895 9 102 91 C-1 1368 Lot 82 903 18 100 90 E 1369 Lot 83 907 12 100 91 C-1 1370 Lot 64/Tr29053 828 10 100 91 C-1 1371 Lot 60 828 18 106 94 C 1372 Lot 69 828 12 109 94 G 1373 Lot 64 830 12 103 92 G 1374 Lot 64 830 16 102 90 G. 1375 Lot 63 830 19 101 91 E Lot 63 830 18 101 91 E1376 1377 Lot 63 8.30 15 101 91 E 1378 Lot 59 830 15 100 91 E 1379 Lot 64 830 20 101 91 E 1380 Lot 63 830 14 100 92 C-1 1381 Lot 63 830 16 102 93 C-1 1382 Lot 59 830 19 101 92 E Lot 59 843 16 97 91 A1383 1384 Lot 58 844 15 98 92 A 1385 Lot 59 846 17 98 92 A Lot 59 846 15 104 92 C i13861387 Lot 58 845 14 97 91 A 1388 10/18/78 Lot 64/Tr29053 833 13 102 91 C 1389 Lot 64 833 13 104 92 C 1390 Lot 64 833 16 98 90 F 1391 Lot 63 833 15 99 90 C-1 Lot 63 833 14 102 90 C1392 1393 Lot 63 833 16 102- 90 C 1394 Lot 63 833 17 106 94 ..._ C- i 1395 Lot 63 833 19 102 91 C.. 1396 Lot 63 833 18 102 91 C 1397 Lot 59 833 20 103 91 C 1398 Lot 64 836 16 101 92 C 1399 Lot 64 836 18 101 91 C 1400 Lot 64 836 17 102 91 C 1401 Lot 63 836 19 100 90 E i.9eda,i & Associa?es, Inc. TABLE I W. 0.605D COMPACTION TEST RESULTS RelativeDry Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (Z dry weight) cpf.) Cl) T}Pe 1402 10/18/78 Lot 63/Tr29053 836 21 100 90 E 1403 Lot 63 836 19 101 91 E 1404 Lot 63 836 13 104 90 .. G 1405 Lot 63 836 13 103 94 C 1406 Lot 64 836 19 102 92 E 1407 Lot 63 836 17 102 92 E 1408 Lot 60 838 16 97 91 A 1409 Lot 59 838 14 101 91 E 1410 Calm Brook 838 17 96 90 A 1411 Lot 59 838 13 101 91 E 1412 Lot 64 838 14 98 90 F 1413 10/19/78 Lot 64/Tr29053 840 19 101 91 E 1414 Lot 64 840 14 100 91 C 1415 Lot 64 840 14 104 90 G 1416 Lot 63 840 14 101 90 C-1 1417 Lot 63 842 18 103 91 C-1 1418 Lot 63 842 19 101 91 F 1419 Lot 63 842 l& 99 91 F 1420 Lot 63 844 14 102 93 C 1421 Lot 64 844 20 101 91 E 1422 Lot 64 844 19 99 90 E 1423, Lot 28 844 14 105 91 G Lot 27 844 16 100 91 C1424 1425 Lot 26 843 17 104 92 C-1 1426 Lot 25 842 16 99 90 E 1427 Lot 24 837 14 104 92 C-1 1428 Lot 23 834 13 100 91 C 1429 Lot 23 834 12 103 94 C 1430 Lot 22. 830 14 103. 93 C Lot 20 846 20 103 91 C-11431 1432 Lot 20 846 16 108 93 G 1433 Lot 63 823 14 100 9,1 _. E.. ; 1434 Lot 62 821 14 100 92 F 1435 Lot 61 824 13 99 90 F 1436 Lot 59 846 16 99 90 F 1437 Lot 59 845 15 104 90 G t1438 Calm Brook 843 14 104 90 G 1439 Lot 28 843 14 99 90 F 1 Modail & Associales, Inc. TABLE I COMPACTION TEST RESULTS W. 0. 605D Dry Relative lest Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (Z dry weight) pcf) Tine 10/20/78. Lot 27/Tr29053 847 20 100 91 E1440 1441 Lot:27 846 19 102 91 C-1 1442 Lot 25 846 19 99 91 .. F 1443 Lot 25 843 16 102 93 C 1444 Lot 24 839 16 101 92 C 1445 Lot 23 836 _ 16 108 93 G 1446 Lot 22 836 15, 97 90 F Lot 22 832 20 99 90 E1447 1448 Lot 24 832 14 108 93 G 1449 Lot 40 839 14 96 91 G 1450 Lot 38 185 15 102 93 C 1451 Lot 37 779 14 98 91 F 1452 Lot 36 781 16 103 91 C-1 1453 Lot 36 793 13 99 91 C 1454 Lot 36 793 12 102 93 C 1455 Lot 43 792 15 100 91 C 1456 Lot 44 800 12 104 95 C 1457 Lot 44 806 17 101 90 C-1 1458 Lot 45 813 14 101 92 C 1459 Lot 39 812 19 102 92. E 1460 1461 Lot Lot 30 31 840 840 17 15 101 99 91 90 E C 1462 Lot 45 840 15 99 90 C 1463 Lot 72 840 13 100 91 C 1 1464 10/23/78 Lot 72/Tr29053 794 16 102 92 E 1465 Lot 71 795 16 103 90 C Lot 71 796 15 99 91 C1466 1467 Lot 70. 797 17 101 92 E 1468ItLot 70 802 17 102 92 E Lot 69 804 15 105 92 G1469 1470 Lot 68 809 18 100 91 E 1471 Lot 64 813 18 101 94 E- 1472 Lot 64 843 17 101 97 E 1473 Lot 64 843 19 101 90 C-1 1474 Lot 63 843 14 103 94 C 1475 Lot 63 843 16 102 92 E 1476 1477 Lot Lot 63 64 843 843 16 16 101 101 91 92 E C 1478 Lot 64 843 15 102 94 C 1479 Lot 63 843 15 103 94 C 1480 10/24/78 Lot 64/Tr29053 865 14 109 95 G 1481 Lot 64 865 9 104 90 G Lot 64 867 12 104 90 G1482 1483 Lot 63 867 12 102 93 C 1484 Lot 63 869 18 99 90 E Lot 63 869 5 104 90 G1485 1486 Lot 59 871 14 94 90 B 1487 Lot 59 871 18 101 91 E S. r. PApdali u Associales, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS RelativeDry Test Date Test Loc./ Elev. Moisture Density Compaction Soil No, of Test Tract No. Feet) dry weight) 1488 10/24/78 Lot 64/Tr29053 873 12 100 92 C ' 1489 Lot 64 873 11 100 91 C 1490 Lot 27 828 18 101 91 E 1491 Lot 27 828 19 101 91 E 1492 Lot 26 830 18 101 91 E 1493 Lot 25 830 19 102 91 C-1 Lot 24 " 832 22 105 93 C-11494 1495 Lot 23 832 19 101 91 F, 1496 Lot 22 834 19 102 92 E 1497 Lot 23 834 17 103 91 C-1 1498 Lot 25 836 17, 101 91 E 1499 Lot 26 836 21 102 90 C-1 1500 Lot 70/Tr34160 FG 16 100 92 C 1501 Lot 69 " FG 14 97 91 A . 1502 Lot 68 " FG 11 101 92 C 1503 Lot 67 FG 15 1.08 93 G Lot 66 FG 14 104 90 G1504 1505 Lot 65 FG 16 98 91 F 1506 10/25/78 Lot 64/Tr29053 875 18 100 91 E 1507 Lot 64 875 16 102 92 E 1508 Lot 63 877 16 104 93 C-1 1509 Lot 63 877 14 101 92 C 1510 Lot 64 879 19 103 91 C-1 Lot 63 879 20 100 91 Et15111512Lot638811510394C 1513 Lot 64 881 13 101 92 C 1514 Lot 59 883 15 100 90 E 1515 Lot 63 883 18 102 90 C-1 1516 Lot 54/Tr34161 888 16 103 91 C-1 1517 Lot 53 892 14 109 96 C-1 1518 Lot 76/Tr34160 888 15 105 93 C-1 1519 Lot 76 It 890 14 100 90 E 1520 Lot 81 905 18 98 90 Lot 82 834 11 91 82 E1521 1522 Lot 83 918 16 100 92_ F 1523 Lot 83/Tr34160 918 13 104 92 C 1524 Lot 52 900 16 105, 93 C-1 1525 Lot 51 900 16 in 9.3 C-1 IS. E. Med.?il & Associalas, Inc. TABLE I iP. 0. 605D COMPACTION TEST RESULTS RelativetDryTestDateTestLoc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (`/, dry weight) pcf) Tyne 1526 10/26/78 Lot 64/Tr29053 885 18 104 92 C-1 1527 Lot 64 885 12 104 90 G 1528 Lot 63 887 17 103 92 C-1 Lot 63 887 16 101 92 E1529 1530 Lot 63 890 16 101 92 C 1531 Lot 59 890 19 101 91 E 1532 Lot 64 892 15 102 93 C 1533 Lot 64 892 12 102 93 C 1534 Lot 63 896 19 100 91 E 1535 Lot 63 898 17 101 92 E 1536 Lot 74/Tr3416.0 880 19 99 90 E 1537 Lot 75 880 18 101 91 E 1538 Lot 76 883 17 100 90., E Lot 82 883 14 104 90 G1539. 1540 Lot 82 883 20 101 91 E 1541 10/29/78 Lot 75/Tr34160 885. 17 99 90 E 1542 Lot 74 885 18 100 91 E 1543 Lot 74 887 16 104 92 C-1 1544 Lot 75 887 16 102 93 E Lot 75 887 17 103 91 C-11545 1546 Lot 33 FRG 15 106 94 C-1 1547 Lot 31 2 15 104 90 G Lot 32 2 16 105 9.3 C-11548 1549 Lot 31 FRG 14 105 91 G 1550 10/30/78 Lot 55/Tr29053 895 13 103 91 C-1 1551 Lot 54 895 14 105 91 G 1552 Lot 53 887 13 101 90 C-1 1553 Lot 58 887 16 102 91 C=l Lot 55/Tr29053 887 15 101 91 Et15541555Lot55889179990C 1556 Lot 54 889 14 99 90 C:.. . Lot 54 888 13 96 91 B1557 1558 Lot 53 888 14 92 90 C 1559 Lot 58 889 13 98 93. B 1560 10/31/78 Lot 50/Tr34161 898 12 101 92 C 1561' Lot 49 902 13 103 94 C 1-562 Lot 48 906 16 99 90 C Lot 48 910 20 108 96 C-11563 1564 Lot 79 915 15 104 90 G 1565 Lot 80/Tr 34160 917 15 99 90 C 1566 Lot 82 920 12 105 91 G S. E. Mada;l 8 ASSOCiaias, Inc. TABLE I 0. 605D COMPACTION TEST RESULTS14. Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (% dry weight) pcf) Type 1.567 10/31/78 Lot'82/Tr34160 923 16 101 92 C 1568 Lot 53/Tr29053 883 18 105 95 C-1 156.9 Lot 53 885 16 104 92 G 1570 Lot 54 887 20 102 91 C-1 1571 Lot 54 887 9 109 95 G 1572 Lot 55 873 19 102 91 C-1 1573 Lot 55 875 19 101 90 C-1 1574 Lot 55 878 18 100 91 E 1171 11/l/78 Lot 62/Tr 34160 890 12 101 90 C-1 t1576 Lot 62/Tr34160 890 13 105 91 G 1577 Lot 61 894 13 104 90 G 1578 Lot 61 894 18 104 93 C-1 1579 Lot 60 900 20 104 93 C-1 1580 Lot 60 9'00 16 105 91 G 1581 Lot 59 910 19 103 92 C-1 1582 Lot 59 910 14 105 91 G 1583 Lot 58 915 13 105 91 G 1584 Lot 58/Tr34160 915 21, 101 90 C--1 Lot 62 893 12 102 93 C1585 1586 Lot 62 893 16 105 93 C-1 1587 Lot 61 897 .. 14 104 90 G 1588 Lot 61 897 16 103 91 C-1 1589 Lot 60 903 20 101 90 C-1 1590 Lot 60 903 15 102 93 E 1591 Lot 59 912 15 102 93 C 1592 Lot 59 912 16 104 90 G 1593 Lot 58 917 18 103 91 C-1 1594, Lot 58 917 22 103 91 C 1 1595 11/2/78• Lot 62/Tr34160 895 12 103 92 C 1596 Lot 62 895 7 100 91 C 1597 Lot 61 899 19 104 93 C.l-1 Lot 61 ". 899 14 101 90 C-11598 1599 Lot 60 905 15 104 90 G 1600 Lot 60 905 16 103 94 C 1601 Lot 59 914 16 103 94 C 1602 Lot 59 914 14 103 94 C 1603 Lot'58 918 15 104 90 G 1604 Lot 58 918 15 106 92 C Lot 84 888 16 108 96 C-11605 1606 Lot R4 888 17 105 93 C-1 1607 Lot 85 895 14 107 93 G 1608 Lot 85 895 15 105 91 G 1609 Lot 86. 900 16 104 90 G IS. E. Nedall & Associates, Inc. TABLE I 14- 0.605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev.:Moisture Density Compaction Soil No. of Test Tract No. Peet) (7 dry wei bt) pc£) 7) Lin= 1610 11/2/78 Lot.86/Tr34160 900 14 105 91 G 1611 Lot 87 915 16 101 92 C 1612 Lot 87 915 12 100 90 E 1613 Lot 88 925 19 101 90 C-1 1614 Lot 88 925 16 108 93 G 1615 Lot 85 896 16 98 90 F 1616 Lot 84 892 15 100 91 C 1617 Lot 86 905 15 99 90 C 1618 Lot 85 898 13 99 90 C 1619 Lot 57 906 17 101 90 C-1 1620 11/3/78 Lot 84/Tr34160 900 13 98 90 C 1621 Lot 84 900 12 100 91 C 1622 Lot 85 899 9 103 90 G 1623 Lot 85 899 16 102 93 C 1624 Lot 86 915 9 102 93 C 1625 Lot 86 915 11 102 93 C 1626 Lot 87 917 10 100 92 C 1627 Lot 87 917 18 102 90 C-1 1628 Lot 88 927 12 100 91 C 1629 Lot 88 927 14 101 92 C 1630 Lot 57 907 12 100 91 C 1631 Lot 57 908 14 100 92 C 1632 Lot 56 917 10 101 92 E 1633 Lot 56 917 13 100 91 C 1634 Lot 57 91.0 15 103 93 E IS. E. ^A?dail 8 Assocl:11as, Ii)C. 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W t=1 C_O mH N M F O Z H N N N O W M M( `' ) M 2 R N N N N FG FnW r O vO w r m O FP 2 N N N" W M MMM c. a N N N N U O U) a NOJ OoM In r-i O M r7N M 0 In O h ib lD Vr N Ne-i Or Oo W CD mrmmcmrmmmmmmamommmmmmmmmmm y F p 00 r r r r r r r f- r-i r N O N O N N r h r h O N N N O U OHHH HH Hrl H H HH r-i HHHH r-I H HHHHH H r-i fn L a r-I Hr-i r-i HHHH HH HH Hr-i Hri r-i HHHHr-i H H H.H p F W N THNIn V'lf1NNoC ormommQ7m0000 rwDom co mLn N H H H H H H H H H H H H H H H H H H H H H H H H N O H F W W a F r w D; >- Q m H iD'r rCD lD lDM M 03 C' Hr H OH N o whr-i H 0H m m m W O o 0 0 o O H O H H H H H 0 0 0 0 H O m V W W 6 Hp C_ 5 o N In h tD d' D N r lD d' kD o tD to N H 'j, 'Ir O O N V' lD N O W V' co r lD in M -:P 00 D to M O H m m H o O H m N M M M M cp a mmmmmmmo mmo wmrrwcowwwcommc000m w Ln M N O E' _ H F M NH O m h r N O m r M M H H M H H M M H h h r fh l"h W to to Ul z3' C' ul to to C d' h r r r r r r r r h cM 'tl' cM V' V' Q in 1- 3 a rn O = - m a i41E.. 00 mO i (N Ma' VI to r D7 moHN Md' Ln ID r CD mOH N M V) H H N N N N N N N N N N M M M M M M M M M M d C 4T w zM M M M M M M M M M M M M M M M M M M M M M M M M M N N N N N N N' N N N N N N N N N N N N N N N N N N N m m m u; m r r r F r \ \ \ Cl - t M- p M H H H O F 0 Ftf} 1p h O W N N 2 cL FU F W vi h Wpc OoFwzwa. x U W Oo cn C C N m d' W f f d' M N O O O N M \O N W O rn m m rn rn rn rn rn rn rn rn rn rn rn rn rn lx U y NLn 0rr V'C'rrr000'OOInto a a E~ W Lor r C'CD W Mto ON Mco W NO r1011D H 0.' \- r--I r- Ir-I ri r1 .-I ri ri .-i H '-INN N ri ri O H cnV3 w w W F ?• as rx >- z qF F O HF Hn,-1Iqommrno qup U001- 1 r1-1 1- 1 1-4 oorn oa%(D000 1-7 z ri ri -i ri r-1 r-1 r-1 ,-I ri .-1 ri r-I r-I r-I U W W H W O v in eD rorn o- vma%f ln c7 f a m rn o0 0oco 0o w w m G. m 00 w M -- M rI M lfl to lf1 \ o In O .-1 O = _ _ rl _ _ _ _ _ _ = O M d M d' O) N M N c M N O E E c c c M M rm\\\ ao LnLn O\NMC In l0 l0 W U -zr Ln -;zr n in p o r a= a N 441 x w F C In kD r MMO-4 N Md'tn Dr 00 M v O cccc -v LnLnLnLo r)LnmLninLn W z M M m M M M M m M M M r) M M M M E- N N N N N N N N N N N N N N N N W f r f T F \ \ \ r TABLE II LABORATORY MAXIMUM DENSITY TESTS* Soil Maximum Dry Optimum Moisture Type Soil Description Density pcf Content, A Brown Silty Clay 117 15 B Brown Clavey Silt 105 21 C Brown Silty Clay 109 15 C-1 Brown Silty Clay 112 16 D Brown Sandy, Clayey Silt ill 17 E Brown Sandy Clay 110 17 F Light Brown Clayey Silt 114 17 G Orange Brown Silty Sand 115 15 H Red Brown Siltv Sand 109 16 t I Brown Silty Clay 105 22 J Brown Silty Clay 108 20 K Brown Silty Clay 106 17 L Brown Silty Clay 102 22 A.S.T.M. D1557-70 Test Method S. E. Medall & Associates, Inc. W O. 605D TABU' III ON -PAD UTILITY TRENCH BACKFILL RECOMMENDATIONS 1. SHALLOW TRENCHES (max. depth of trench 2 feet): use any soil approved by Soil Engineer compacted to 90%(1) and tested by Soils Engineer; OR jet soil in, if back - fill Sand Equivalent exceeds 30 and probing by Soils Engineer; drainage required to dissipate water. 2. DEEP TRENCHES (depth of trench greater than 2 feet): use any soil approved by Soil Engineer, mechanically compacted to 90%(1) and tested by Soils Engineer; OR jet soil to top of conduit, if Sand Equivalent greater than 30, (probing required); mechanically compact remainder to 90%(1) testing required by Soil Engineer. NOTE: if trench depth exceeds 5 feet(2), placement/compaction method should be approved by the Soils Engineer. 3 Notes TRENCHES UNDER VEHICLE PAVEMENTS: A minimum of 3 feet ofcover should be placed over conduit, apply criteria 2 above. TRENCHES NEAR FOOTINGS: All back - fill in shaded area must be mechan- ically compacted to 90%(1); Soil Engineer to test and approve back - fill soil; Soil Engineer may approv jet backfill if,drainage is avail- able. Soil Engineer must approve special design if conduit under footing. 1) Relative compaction, based on maximum dry density attained in ASTM Test Designation D 1557-70. 2) Contractor should exercise necessary and required safety precautions in all trenching operations. 3) In order for us to provide a written opinion as to adequacy of soil compaction and trench backfill, the operations should be performed under our observation and testing. Ample notification is requested. IS. E. Madall & Associates. Inc. SOIL: EROSION CONTROL RECOMt4ENDATIONS FOR SLOPE AREAS The fill and cut slopes for this project have been designed to minimize water -induced surficial erosion/sloughing, provided that permanent erosion control measures are initiated as soon as possible after completion of slope construction. However, all soil slopes will undergo some erosion when subject to sustained water application. To minimize long-term erosion, we have listed below some important points to be considered when planning, designing and installing/ implementing slope erosion control plans. 1. All berms, terrace drains and surface drain inlets should be properly maintained. A qualified Engineer should review any proposed additions or revisions to these systems, to evaluate their impact on slope erosion. 2. Local experience indicates that the upper 3 to 5 feet of slope soils may be subject to water -induced mass erosion. Therefore, a suitable proportion of slope plantings should have root systems which will develop well below 5 feet. We suggest consideration of drought -resistant shrubs and low trees for this purpose. Intervening areas can then be planted with lightweight surface plantings with shallower root systems. In any event, lightweight,low-moisture plantings should be used. 3. Construction delays, climate/weather conditions, and plant growth rates may be such that additional short-term, non - plant erosion control measures may be needed; examples would be matting, netting, plastic sheets, deep (5 ft) staking, etc.. 4. Major erosion can be initiated by seemingly insignificant events: rodent burrowing, human tresspass (foot prints) in damp areas, small concentrations of uncontrolled surface/subsurface water; or poor compaction of utility trench backfill on slopes. 5. High water content in slope soilsis probably a major factor in slope erosion or slope failures. Therefore, all possible precautions should be taken to minimize soil moisture. Slope irrigation systems should be properly operated and maintained and system controls should be placed under strict control. 6. If completion of: new slopes occurs during the rainy season, contingency plans should be developed to provide prompt temporary protection against major. erosion/sloughing. One method would be to place plastic sheeting over the slopes. If this is carefully coordinated with the Landscape Architect/Contractor, plantings might be placed prior to sheeting placement, thus minimize any delays in the plant growth program. S I -SE 1 S. E. Piladail U' Associates, Inc. We strongly recommend that a "team effort" be used to developed the erosion control program. The team should consist of the Civil and Soil Engineers, the Engineering Geologist, the Landscape Archi- tect/contractor and the Developer/Owner. To assist in developing a landscape program, we have listed below several references. Finally, we recommend that a "Slope Area Maintenance Manual" be developed by the erosion control team, for use by homeowners and their Associations. The above recommendations are intended for guidance purposes. Situations will vary and therefore, erosion control plans will differ. No guarantee is made as to performance, but we believe these recommendations meet the generally accepted standards of our profession at this time. Erosion Control References 1. "Slope Protection for Residential Developments", National Academy of Sciences, Washington, D.C. (1969) 2. "Guide for Erosion and Debris Control in Hillside Areas", Department of Building and Safety, City of Los Angeles (1970) 3. "Slope Stability Report", Orange County Department of Building and Safety (1973) 4. "Guides for Erosion and Sediment Control", Soil Conversation Service, Davis, California, U.S. Department.of Agriculture (1977) 5. "Rain -Care and Protection of Hillside Homes", brochure undated, published by Building and Safety Division, Los Angeles County Engineer. 6. "Guidelines for Erosion and Sediment Control Planning and Implementation", Office of Research and Monitoring, U.S. Environmental Protection Agency, (1972) 7. "Resource Conservation Glossary", Soil Conservation Society of America (1970) 8. "Standards and Specifications.for Soil Erosion and Sediment Control Developing Areas", Soil Conservation Service, U.S. Department of Agriculture (1975) 9. "Homeowners Guide for Debris and Erosion Control", Los Angeles County Flood Control District (undated) 10. "Grading Guidelines" (8 pages, stapled sheets), Building and Safety Division, Department of County Engineer., County of Los Angeles (undated, but probably about 1977) II -SE S. E. h19dall & Associaies, Inc. ANAHEIM TEST LABORATORY 17W6 ORANGETHORPE PARK ANAIIEtVI. CALIFORNIA 92801 PHONE (714) 871-8631 S.E. NEDALL & ASSOCIATES q WO 605 D I Tract 29053 1 LOTS 5,6,8,9,11 7,10 41,42,46,48,51 45 56,57,58,55 93997 SOLUBLE SULFATE per Calif 417 A DATE: 2-14-79 P.O. No. Verbal Shipper No. Lab. No. K-2716-3-8 Specification: Material: Soil SOLUBLE SULFATE (PPM) 166 152 140 148 140 166 ANAHEIM TEST LABOR A1TORi Janos A. Kallas, Chiul FORhf W2 LS.E. 10DALL ANAHEIM TEST LABORATORY 17354a ORANCETHORPE PARK ANAIIEDI, CALIFORNIA 92801 PHONE (714) 871-8631 DATE: 2-7-79 P.O. No. Verbal Shipper No. Lab. NO.K-2690-1-11 ... Specification: Material: Soil Tr 34161 wo 605D SOLUBLE SULFATE per Calif 417 A Lao 27 132 ppm to/ 33 i 5 ot J 9? 165 lot 56? 132 Lot 71 123 lot 78 ill W 80 128 Lmt 9/ 123 1 1 1 1 FORM >2 ANAIIEIM TEST LAGORA'I'01;1' James A. KaIMI. Chici Chemist LEGEND X 1633 APPROX. LOCATION OF DENSITY TEST nr'APPROX. LIMITS OF FILL STRIKE & DIP OF BEDDING HORIZONTAL BEDDING eo JOINT ATTITUDE VERTICAL JOINT FAULT ATTITUDE VERTICAL FAULT 3T 1¢ ATTITUDES TAKEN DURING GRADING PI P' CROSS SECTION TP- 7 E Q c Try BORINGS (DRILLED AT ORIGINAL GROUND SURFACE) BY MEDALL 6 ASSOC. BY MEDALL £ ASSOC. 10-9-76 i BY LAWMASTER i MERRILL BY LOCKWOOD SINGH PIPS (DUG AT ORIGINAL GROUND SURFACE) BACKHOE DOZER COMPACTED FILL PILATE + W.O. 605?D Pl]f-MTF FORMATTml COUNTY OF LOS ANGELES DEPARTMENT OF COUNTY ENGINEER BUILDING AND SAFETY DIVISION SUPERVISED GRADING INSPECTION VERIFICATION To be filed in duplicate at the local Building and Safety Office) b Address Tract No. 29053 & 34161 - Locality Diamond Bar Permit No. Owner Diamond Ridge, Joint Venture Contractor Robert Fulton u ROUGH GRADING VERIFICATION BY SOILS ENGINEER H) I verify that the earth fills placed on the following lots were installed upon competent and I iI I properly prepared base material and'compacted under my supervision in compliance with requirements of Building Code Section 7010. 1 further verify that where the report or reports of an engineering geologist,, relative to this site, have recommended the installation of buttress fills or similar stabilization measures, such earthwork construction has been completed in accordance with the approved design. Fill slope surfaces have been compacted in accordance with my recommendations. Sub -drains have been provided where required. LOT NOS. Tr: 29053 Lots 1-101 Tr: 34161 Lots 1—lon See report dated May 1 , 197 9 for compaction test data, recommended allowable soil bearing values and other special recommendations. 90-100 EXPANSIVE SOILS (YES) (0) LOT NOS.Tr: 29053 Lots 1-27, 29-40 41-44 47—F51 ri-72, BUTTRESS FILLS (YES) 'XO) LOT NOS.Tr: 34161 Lots 1-16,18-38,40-45,59-60,65-68, Remarks: Tr: 29053 I 20 22-28,16-4n 4"1-4r, c1_SS 59 6072-79,85-91,96-10' 63-76, 64, 78-79, 95&96 Tr:34161 1 clnn, s8-6o, 0 —7r Engineer Reg. No. —24GG5 Date Signature) BY SUPERVISING GRADING ENGINEER I verify that rough grading of the lots listed below has been completed under my supervision and in conformance with plans therefor marked "APPROVED" by the County of Los Angeles. The work verified as correct includes: grading to approximate final elevations; staking or property lines; location and gradient of cut and fill slopes; location, cross -sectional configuration and flow -line gradient of drainage swales and terraces (graded'ready for paving); berms installed where indicated; and required drainage slopes provided on building pads. LOT NOS. .. Complete one of the following: As -built plans have been prepared — Latest plan revision date County approval date oThere have been no changes in design subsequent to permit issuance. Remarks: Engineer FINAL GRADING VERIFICATION Reg. No. Date I verify to the satisfactory completion of grading in accordance with the approved plans. All required dtyinage devices have been installed; slope planting established and irrigation systems provided (where required); adequate provisions have been made for drainage of surface waters from each building site; and included herewith, if required, is evidence of an effective rodent control program. LOT NOS. Remarks: Engineer Reg. No. Signature) DEPARTMENT USE ONLY: Report approved by: Ttome approved: A - Lot Numbers R - Lot Nmnbera C - Lot Numbers Tract No. Soils Report Dated Remarks: Permit NO. Date Title Ante Approved by Date Date R BSGR-00414175 Revised ROUGH GRADE REPORT; LOTS 48-100, TRACT 34160, DIAMOND BAR, COUNTY OF LOS ANGELES, CALIFORNIA for DIAMOND RIDGE, A JOINT VENTURE W. O. 605D February 1, 1979 S. E. Medall & Associates, Inc. I S. E. Medall & Associates, Inc. Consultants in the Earth Sciences 3030 South Bundy Drive, Los Angeles, California 90066 • 2131390-4079 2168 South Hathaway Street, Santa Ana, California 92705 • 7141546 6602 February 1, 1979 W. 0. 605D Santa Ana Diamond Ridge, A Joint Venture 2130 E. 4th Street Suite 110 Santa Ana, California 92705 Attention: Mr. Gil Wilksen, Director of Engineering Subject: Rough Grade Report; Lots 48-100, Tract 34160, Diamond Bar, County of Los Angeles, California. Gentlemen: INTRODUCTION This report presents the results of tests and observations made during the grading of Lots 48 through 100 of Tract 34160. The site is located south of Diamond Bar Boulevard and is bounded from northeast to southwest by Tracts 32974, 33205, 34161 and 29053 in Diamond Bar, Los Angeles County, California. Portions of this tract were previously graded as reported in a S. E. Medall & Associates, Inc. "Rough Grade Soil Engineerinq and Geologic Report", dated November 30, 1978 (W. O. 605D) The subsurface soil and bedrock conditions were investigated in December 1977 and March 1978. The results were presented in the following reports: Diamond Ridge, A Joint Venture Page 2 February 1, 1979 W. O. 605D 1. "Supplemental Soils Engineering and Geologic Investigation and Crading Plan Review, Tracts 29053, 34161 and 34160", bV S. E. Medall & Associates, Inc., dated December 19, 1977 W. O. 605D). 2. "Supplemental Subsurface Exploration, Tracts 29053, 34160, 34161, Diamond Bar, County of Los Angeles, California" by S. E. Medall & Associates, Inc., dated March 7, 1978 W. O. 605D). Subsequently,the following responses to Los Angeles County Soils Engineering and Geologic Review sheets were presented by this office: 1. "Response to Soil Engineering Section Review Sheet, dated February 6, 197R, Tracts 34160, 34161 (Parent Tract 29053), Diamond Bar Area, County of Los Angeles, dated February 20, 1978 (W. O. 605D). 2. "Response to the Geology Apnea] Board for the Countv of Los Angeles, Tracts 29053, 34160 and 34161, Diamond Bar, California, for the County of Los Angeles, dated March 20, 1978 (W. O. 605D). S. E. Medall & Associates, Inc. I I I C I I I Diamond Ridge, A Joint Venture Page 3 February 1, 1979 W. O. 605D 3. "Addendum Comments regarding Soil. Engineering Report, dated February 20, 1978, Tracts 34160, 34161, Diamond Bar Area, County of Los Angeles, California" dated March 23, 1978 (W. O. 605D). 4. "Comments on Questions Raised by Mr. Dave Ponnlar re- garding Tracts 29053, 34160, 34161, Diamond Bar, County of Los Angeles, California" 5. "Tract 29053, 34160 and 34161, Reply to the County of Los Angeles Geologic Review Sheets, dated February 1, 1978 and February 22, 1978; dated March 24, 1978 (W. O. 605D). I6. "Addendum Report for Tracts 29053, 34160 and 34161, Diamond Bar, County of Los Angeles, California°dated May 5, 1978 (W. O. 605D). As previously indicated,portions of Tract 34160 were graded in July of 1978. This work was reported in the S. E. Medall & Associates, Inc. "Rough Grade Soil Engineering and Geologic Report" dated November 30, 1978 (W. O. 605D). IBased on the recommendations presented in the investigation reports and considering the requirements of the County of Los 1 S. E. Medall & Associates, Inc. 1 Diamond Ridge, A ,Joint Venture February 1, 1979 Page 4 W. O. 605D Angeles, a set of general grading specifications were prepared by V.T.N. Consolidated, Inc., the Consulting Civil Engineers for the subject tract grading. During grading, periodic tests and observations were made by representatives of S. E. Medall & Associates, Inc. to check the grading contractor on the following earthwork items as they relate to the plans and specifications: 1. Clearing and grubbing of the existing ground surface. 2. Disposal of organic matter and inorganic debris. 3. Excavations of existing old fill, alluvium, porous top -soil and unsatisfactory material. 4. Processing of the exposed ground surface Prior to placement of compacted fill. 5. Excavation of toe -of -fill benches. 6. Benching into competent bearing materials. 7. Acceptability of soils for use in compacted fills. 8. Placement and compaction of approved soils in com- pacted fill areas. 9. Use of rock in'comnacted fills, 10. Compaction of fill slope embankments. 1 11. Installation of subdrains in canyon bottoms S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture February 1, 1979 Page 5 W. 0. 605D The opinions and recommendations presented hereafter are based on our tests and observations of the grading procedures used in the field and represent our professional judgment as to the contractor's compliance with the drawings and specifi- cations. SUMMARY OF FIELD OBSERVATIONS The grading operation was observed to be performed in the following general manner: 1 1. Prior to placing compacted fill, the areas to be graded were cleared of brush, trees, surface trash and mis- cellaneous organic debris. 2. All soft, compressible alluvial soils were removed in the canyon bottoms to expose firm bearing materials. 3. The exposed ground surface was scarified and recom- pacted prior to placement of compacted fill on approved fill areas. 4. Surfaces receiving fill and having a slope gradient steeper than 5:1 were keved and benched into bedrock or competent 1 material. 5. The excavated onsite materials approved for use in the compacted fills were placed in lifts by means of bull- dozers, earthmoving scrapers and other appropriate mechan- ical grading equipment. 1 S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture February 1, 1979 Page 6 W. 0. 605D 6. Compaction of the fill was obtained by adding water or drying, mixing and rolling with sheepsfoot rollers, mechanical compactors and rubber -tired equipment. 7. The cut portion of transition building pads was exca- vated and replaced with compacted fill to eliminate the cut/fill or rock/soil transition. This operations was accomplished by removing and compacting the upper 24 inches after processing of the bottom 12 inches in place. 8. All lots above buttress fills were capped with a minimum of 36 inches of compacted fill to impede the intrusion of water. 9. The transition zone of fill -over -cut slopes was exca- vated to competent material prior to placing fill. 10. Compaction of the fill slope surfaces was achieved by backrolling with a sheepsfoot roller periodically, where practicable, during slope construction. Fill slopes were finished -rolled with sheepsfoot and grid rollers in an attempt to produce a smooth compacted surface. 11. Subdrains were installed in the canyon bottoms at the locations shown on the attached drawing. The subdrain system consisted of eight -inch diameter perforated pipe embedded in about nine cubic feet per linear foot of S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture February 1, 1979 Page 7 W. O. 605D filter material. Filter material consisted of a graded crushed rock mixture. Excavations for the perforated drains were observed to be into firm bedrock. 12. Subdrains were also installed behind all buttress fills as shown on the buttress detail, sheet 1 of the grading plans. These subdrains consisted of four -inch diameter perforated pipe embedded in approximately three cubic feet per linear foot of filter material. One line was placed at the heel of the stabilization device and other lines were placed at vertical intervals of approximately 15 feet. The location of these subdrains are shown on the attached grading plans. 13. Toe -of -fill benches were examined by the Soil Engineer's representative and an Engineering Geologist prior to placement of compacted fill. FIELD AND LABORATORY TEST PROCEDURES Field Inspection Continuous field inspection was provided by S. E. Medall & Assoc- iates, Inc. during the course of grading to observe the excava- tion and compaction procedures used by the grading contractor. Approximately 2162 tests were made to check the in -place density and moisture content of the fill during placement in the subject development. Density of the compacted fill was determined in the S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture February 1, 1979 Page 8 W. 0. 605D field either by the A.S.T.M. D1556-64 (sand cone method) or by the A.S.T.M. 2937-71 (drive cvlinder method). The mois- ture content of the soil samples from the field density tests were determined by use of a calcium carbide moisture tester. i Where density tests or field observations indicated insufficient compaction of the fill, additional compaction with adjustment of the moisture content where necessary was performed before more fill was added. The approximate locations of the density tests are shown on the attached drawing and a tabulation of the test results are included in Table I. Laboratory Maximum Density Tests Representative samples of each soil type used in the compacted fill were tested in the laboratory to determine the maximum dry density and optimum moisture content, using the A.S.T.M. D1557 70 compaction method. This procedure specifies 25 blows of a 10-pound hammer falling from a height of 18 inches on each of five layers of soil in a 1/30 cubic foot compaction cylinder. Maximum laboratory densities of thirteen different soil types encountered on the subject site varied from 102 to 117 pounds per cubic foot. The results of these tests are shown in Table II. 1 I IS. E. Medail & Associates, Inc. Diamond Ridge, A Joint Venture February 1, 1979 Page 9 W. O. 605D GEOLOGIC CONSIDERATIONS In -grading inspections were performed by the Engineering Geologist during the grading operation to observe: 1. Orientation of layered bedrock and other planar features critical to slope stability. 2. Removal of unsuitable materials along drainage courses beneath proposed fills. 3. Excavations for toe -of. -fills. 4. Any geologic conditions which might have an ad- verse effect on site development or construction. All the geologic data gathered during grading and the locations of the stabilization devices and other pertinent details are re- corded on the enclosed 40-scale grading plans prepared by V.T.N. Consolidated, Inc. 1 Geologic Units Puente Formation: Bedrock underlying the site has been mapped as belonging to middle to upper portions of the Puente Formation which is Miocene in age. Bedrock exposed during grading gener- ally consists of light to medium gray siltstones and siliceous shales with medium to coarse grained sandstone interbeds. These 1 sandstone interbeds are light brown in color and range from a fraction of an inch to several tens of feet in thickness. S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture February 1, 1979 Page 10 W. O. 605D Artificial Fill Fills constructed during grading are composed of soils excavated from on -site Puente Formation bedrocks, alluvium, colluvium and topsoil. These fills consist of various mixtures of silts, sands and clays. Geologic Structure Geologic Structure encountered during grading was found to be generally as anticipated by the above referenced reports. Bedd- ing is generally inclined to the northwest and west, with a gen- eralized dip of approximately 8 to 11 degrees. The bedding is contorted by numerous small folds and minor. shears. No evidence of major or recent faulting was encountered during this grading phase. Corrective Grading A buttress fill with backdrains, and a 120 feet (key width) by 7 feet (key depth) kevwav was constructed to form the northwest - facing slope at the rear of Lots 80 through 84 (Tract 34160). ENGINEERING RECOMMENDATIONS General The fill materials were obtained from the onsite cuts. These materials consisted mainly of silty sand, sandy silt, clayey silt, sandy clay and silty clay. S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture Page 11 Bearing Value February 1, 1979 W. 0. 605D As recommended in our November 30, 1978 "Rough Grade Soil Engineering and Geologic Report" covering the subject develop- ment, an allowable bearing value of 2,000 pounds per square foot may be used for 12-inch (minimum) deep footings placed on compacted fill, nonporous natural ground or bedrock. For two- story structures, the minimum recommended footing depth is 18- inches. The minimum recommended footing width is 12-inches. The above bearing may be increased by one-third when considering short duration seismic or wind loads. Lateral Des For design, resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.3 may be assumed with the dead load forces. An allowable passive earth pressure of 250 pounds per square foot per foot of depth may be used for the sides of footings poured against undisturbed or recompacted soil. The maximum allowable passive pressure is 1500 pounds per square foot. Frictional and passive resistance may be combined without re- duction provided that footings are placed against properly com- pacted fill or firm natural ground. S. E. Medall & Associates, Inc. Diamond Ridge, A ,joint Venture February 1, 1979 Page 12 W. 0. 605D Chemical Analysis Representative samples of the near -surface soils were analysed for soluble sulfate content, based on California Test Method 417A. The results of these tests are included in the Appendix. In accordance with Section 2604 (c) 2C, UBC (76), the soluble sulfate test results indicate that Type II or Type V portland cement should be used in all concrete to be in contact with the soil. Soils Expansion Potential Expansive soil conditions have been evaluated for each lot. Representative samples of the subgrade soils were recovered for classification and Expansion Index testing (Section 2904-B, UBC Standard 29-2). If any additional grading is contemplated for these pads, it is recommended that new Expansion Index tests be performed in the final grades. The results of these tests and the expansive nature for the building pads are presented in the following table: S. E. Medal[ & Associates, Inc. Diamond Ridge, A Joint Venture Page 13 TRACT 34160 February 1, 1979 W. 0. 605D Lot Expansion Expansive No. Soil Classification Index Nature 49-51 Brown Silty Clay 75 Medium 48 Brown Silty Sand 6 Very Low 52 Brown Clayey Silt 70 Medium 53,54 Brown Silty Sand 0 Very Low 55,56,65 Brown Silty Sand 0 Very Low 57-60,64 Brown Sand Silt 13 Very Low 61-63,66 Brown Silty Sand 19 Very Low 67-72 Brown Clayey Silt 44 Low 73 Brown Silty Clay 91 High 74-75 Brown Silty Sand 9 Very Low 76-79 Brown Silty Sand 18 Very Low 80-84 Brown Siltv Sand 13 Very Low . 85,95 Brown Clayey Silt 62 Medium 86-94 Brown Silty Sand 29 Low 96-97 Brown Clayey Silt 92 High 98-100 Brown Silty Clay 129 High Based on the above expansion potential of the foundation soils the lots are grouped into the following types: Very Low Expansion Potential Low Expansion Potential Medium Expansion Potential High Expansion Potential Type I) Lots 48,53-66,74-84 Type II) Lots 67-72,86-94 Type III) Lots 4.9-52, 85, 95 Type IV) Lots 73, 96-100 The foundation recommendations corresponding to these types are presented in the following Table. S. E. Medall & Associates, Inc. z H Q H Ow W a ElC NNP U N 0 0 O O "^- 0 d A O N O N O to a) b V' tl q to 7 a) N T to- F3 o cn m to q N q J G N I O N I O M = 0. a) H 4 Q) a) N0 o u E w 0 0 v t0 r-t tR OZ N to N o N o N N v o 0_- to to to 7 a) a);-_ E Oin 3 z. I O N 1 O A O H 7 H fk O+ q vN LOD O O ti ti o ri = U O A JJ J to V O O 5 N to N o N O a G ICD= to q to fA H 0) O to 3 to N W q N W 1: aO1i .-, W N un O 0^ a. x z 7 0 0 i\ N I 0.= a V x x J M 1-1 O N I O z a) C a a) H i .-, Ft t c4 to to O + q rJ o a° o o 0 H o o u v N N O J F_ J JJ to N 1 to to o m to a • t O a L toz° X. z zz z> z P4 H rN to W tox 0aGtou u u e c N H G 00 O O N •rf a1 G U ro 0q X G w N H O q •M i 0 ri U O G c T T W 0) c O N W N to N •r1to O J N N G N a) H O fZ 11 G r1 O O N tl a W .D a) G 0 0 u u o C ai m N u to o A A to G aQuaNtoNNNto-i tU N to ro I 1 5 N r-1 N U u ri r1 N N G 0. M N O b0 O t/] u •ri O rR N N to x G G 3 G 01 O a) H z 7 to 1 r.3 W 1 O H fl b0 Q N E N Q N •rl O W U O O J O N ro U CltTA w to ro 1W ri P w00 C.D tA v w v x 7 ai tU ri aY CO N i 0 N N N W t7 G G r1 N N oD a u u G G to x •.+ CJ N N U w N > V w A O U 7 O H N to G G 00 O v O 0. t0 N N r1 N N P N N P u NOT ,G 4t4 ro u w N H O 0 G 00 W y O a u GH o v ro G G o 41 G F ri r-i 11 O aV O A W r N G to N w 3 to N a) m t\n 4n w° o m P top N tp to •r/ ri ri r1 u W U U n a O N i N W 10 JJ 4 w U N M 1J 0IroJ0P0..O c° O O H U ro V to 0 G A a) N U 00 W to O m 0 7 N G H P. v o .H v ro to o .. N V W 'O V N G N N rl 0 N i I N N •ri O N 0 N v u a) 1 o ro G A a)q 0 M O L U to a r w to v T H 0) 0. 8 O G u w ri A G O Hri iJiJalla)T N u N N v G to r. v o to a to m o x N U W U O to O 7 N M 1 N U NtoUNJ v N to G N N W C CJ O G m w G P a) N to N q M r O Nw a) O a) U G w w ar v v m N u O aJ G a) G J tx G. U> n b a E N x A G a to orotu, CO v u u A ri G w N N N N 10 " N i k a P. N U H w u 0 J f~ N P O O 7 N row O ri N N t0 o v G a0 a N voa a 0) •Ni to •li u N uwwNo y4 t, E A u 1 N O O P. ro ro v ro u1 a m cFZc0ta. o H o u uwo P. G >C N o eD tD G to a) a) to N G V T) 1J t.• U N a > a) N N t0 mot aJ G u 0 U N J o 0D 1 O to X. f0 to L V 1 A N t N O w N N G 7 T C4 P, O H P, •*'t 7 E- o t N C1 1; to to n 0 Notes: RESIDfiNTAL FOUNDATION/SLABS SYSTEMS continued) 8. Reduce to 18 inches below top of slab for interior footings. 9. As an alternate to tie bars (note 6), the mesh 9.n the floor slabs could he bent into the footing. 10. Reinforcement in the garage floor slabs is recom- mended but is not mandatory if random cracking and possible separation at the cracks are accept- able. S. F. Medall & Associates, Inc. Diamond Ridge, A Joint Venture Page 14 Erosion and Drainage Control February 1, 1979 W. O. '605D Surficial stability of all cut and fill slopes on this tract can be improved by maintaining proper drainage control during and after the construction period. water should be prevented from running over the top of slopes or the edge of drainage benches in order to avoid excessive erosion or saturation of exposed slope surfaces. It is essential that runoff be directed rapidly and in an unimpeded manner to the street or drainage structure. Slopes should be planted with a light weight deep-rooted type of ground cover. (See attached "Soil Erosion Control Recommendations for Slope Areas"). Homeowners should be notified to avoid excessive waterina of slopes, particularly if sprinkler systems are installed on the slopes. Irrigation and sprinkling should be controlled so that wide variations in the moisture content of the soils (drying or saturation) are prevented. This is essential because saturated or near -saturated Surficial soils on the slopes are more likely to slump and become unsightly than those that are not over -watered. Positive drainage should also be provided around each building to minimize water infiltrating into the underlying soils. Fin- ished grades adjacent to exterior footings should be sloped down and away to facilitate surface drainage. S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture Page 15 Utilitv Trenches February 1, 1979 W. 0. 605D 1 Excavation of utility trenches in streets or lot easements a- long the toes of slopes is not recommended. The location of any such excavations and the backfill placement procedures should be approved by the Soil Engineer and/or the Engineering Geologist See Table III in the Appendix for recommendations). Footing Inspection Prior to the placement of concrete, all footing excavations should be inspected by the Soil Engineer to confirm soil. expan- siveness, to ascertain that the footings are founded on satis- factory soils, and to observe that the excavations are free of loose and disturbed materials. CONCLUSIONS Based on the final. results of tests made through December 7, 1978 and observations of the construction procedures used in the field, it is our opinion that the grading was performed essentially as described in this report. The compacted fills being herein reported have been placed in accordance with the applicable portions of the job specifications and the recommen- dations of S. E. Medall & Associates, Inc. S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture Page 16 February 1, 1979 W. 0. 605D This report applies only to those compacted fills tested and observed being compacted during the grading within Tract 34160. Any fill added beyond the limits or above the grades shown should be placed under engineering inspection and in accordance with the project specifications if it is to be covered by the recommendations of this report. Any changes in the as -graded condition of this and adjacent developments should be evaluated with respect to soil conditions by this office to determine the possible effects on the existing stability. The compacted fill slopes and cut slopes are considered grossly stable as graded. Protecting the exposed slope surfaces against excessive erosion and saturation is essential if the existing surficial stability is to be maintained. All professional services provided in connection with the in- spections herein reported have complied with generally accepted practice in the fields of soil mechanics, foundation engineering, and engineering geology. This warranty is in lieu of all other warranties, either expressed or implied. Thank you for this opportunity to be of continued service. Please call if you have any questions. S. E. Medall & Associates, Inc. Diamond Ridge, A Joint Venture Page 17 Respectfully submitted, By. LUIS ANDO ARAG Principal Engineer MEDALL, ARAGON, WO CK & ASSOCIATES, INC. y Principal GeologistvV MEDALL, ARAGON, WORSWICK k ASSOCIATES, INC. GCL: BLT:LFA:WRM:pb February 1, 1979 W. 0. 605D Enclosures: Table I Compaction Tests Results Table II - Laboratory Maximum Density Test Results Table III - Utility Trench Backfill Recommendations Soil Erosion Control Recommendations for Slope Areas Soluble Sulfate Test Results Plate 1 - Geologic Maps Prepared on 40-scale Grading Plans Plate 2 - Density Test Locations Plotted on 40- scale Grading Plans Plate 3 - As -Built Geologic Cross -Sections Plate 4 - Geologic Legend Supervised Grading Inspection Certificate c: ( 4) Addressee 2) Los Angeles County/with Certificate S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pef) M Type 1 7/7/78 Lot 10 /Tr.34160 736_ 18 107 92 H 2 Lot 10 739 18 107 92 H 3 Lot 10 730 17 107 92 H 4 Lot 10 733 19 107 92 H 5 Lot 35 743 20 107 92 H 6 Lot 35 745 20 105 90 A 7 Lot 10 742 21 106 91 A 8 7/8/78 Lot 34 /Tr.341.60 754 20. 108 92 H 9 Honeybrook" 760 18 107 92 H 10 Lot 40 772 19 107 92 H 11 7/10/78 Lot 37/Tr.34160 770 22 104 92 C 12 Lot 11 735 17 107 92 A 13 Lot 35 765 20 107 92 A 14 Lot 36 772 11 105 90 A 15 Honeybrook Ln. 768 12 104 93 C 16 Lot 35 768 21 107 91 A 17 Ambushers 740 21 106 91 A 18 Lot 10 730 11 103 92 C 19 Lot 10 735 16 102 92 C 20 Lot 10 740 15 103 92 C 21 7/11/78 Ambusher 753 22 100 95 B 22 Lot 35 755 15 102 97 B 23 Lot 36 760 15 100 95 B 24 Honeybrook" 770 14 105 90 A 25 Lot 10 730 22 105 90 A 26 Lot 11 740 16 101 96 B 27 Lot 10 735 17 98 94 B 28 Lot 37 760 23 105 90 A 29 Lot 38 765 21 106 91 A 30 Lot 37 765 20 99 95 B 31 7/12/78 Lot 36/Tr.34160 768 20 123 92 C 32 Lot 38 767 17 119 91 C 33 Lot 36 770 19 122 91 C 34 Lot 10 737 22 126 92 C 35 Lot 35 760 22 130 91 A 36 Lot 37 767 20 126 90 A 37 Lot 37 768 23 130 91 A 38 Lot 38 766 22 128 90 A 39 Lot 11 745 21 129 92 A 40 Lot 10 743 23 130 91 A 1 S. E. Niedall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pef) Type 41 7/13/78 AmbushepTr.34160 759 21 105 90 A 42 Lot 35 764 22 107 92 A 43 Honeybrook 773 18 101 90 C 44 Lot 12 " 750 18 106 91 A 45 Lot 10 730 19 106 91 A 46 Lot 9 735 20 105 90 A 47 Lot 10 734 18 106 91 A 48 Lot 9 " 740 17 106 91 A 49 Lot 8 745 16 107 92 A 50 Lot 10 740 20 106 91 A 51 7/14/78 Lot 17/Tr.34160 745 17 110 94 A 52 Lot 10 758 15 106 91 A 53 Lot 36 765 17 105 90 A 54 Lot 37 770 16 106 91 A 55 Honeybrook 775 16 105 90 A 56 7/17/78 Lot 10/Tr.34160 742 20 104 93 C 57 Lot 11 747 18 110 94 A 58 Lot 12 " 752 20 102 91 C 59 Lot 9 " 744 18 101 90 C 60 Lot 13 " 750 17 105 90 A 61 Lot 12 754 16 106 91 A 62 Lot 13 753 15 107 92 A 63 Lot 14 752 20 107 92 A 64 Lot 15 738 19 108 92 A 65 Lot 16 735 20 107 92 A 66 67 7/18/78 Lot Lot 13 /'rr.34160 14 753 755 12 14 101 103 90 92 C C 68 Lot 17 " 725 16 110 95 A 69 Lot 19 720 20 106 91 A 70 Lot 13 757 1.5 105 90 A 71 Lot 16 740 17 100 95 B 72 Lot 14 " 758 21 97 93 B 73 Lot 15 745 15 105 91 A 74 Lot 16 740 16 104 92 C 7S Lot 17 727 16 107 91 A 76 Lot 12 755 15 105 90 A C IS. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 77 7/19/78 Ambushep'Tr.34160 760 21 104 90 A 78 Lot 10 753 17 102 91 C 79 Lot 13 767 16 102 91 C 80 Lot 35 770 22 103 92 C 81 Lot 36 773 16 100 95 B 82 Lot 37 775 25 89 92 B 83 Lot 38 776 23 92 90 B 84 Honeybrook 758 20 97 92 B 85 Lot 10 760 16 98 94 B 86 Lot 10 762 15 98 93 B 87 Lot 11 763 21 110 94 A 88 Lot 10 765 16 101 91 C 89 Lot 9 766 19 98 94 B 90 Lot 10 768 16 101 90 C 91 Lot 11 770 22 105 90 A 92 Lot.12 760 23 107 92 A 93 Lot 15 747 15 100 90 C 94 Lot 17 730 20 110 95 A 95 Lot 11 765 16 97 93 B 96 Lot 40 777 17 107 92 A 97 Honeybrook 778 20 98 93 B 98 Lot 37 775 15 105 90 B Lot 36 776 20 98 93 B99 100 Lot 37 778 17 100 95 B 101 7/20/78 Lot 36/Tr.34160 779 14 104 93 C 102 Lot 10 755 15 103 92 C 103 Lot 40 780 23 97 93 B Lot 11 766 16 105 90 A104 105 Lot 13 764 17 98 93 B 106 Lot 15 750 21 109 94 A 107 Lot 17 735 15 98 94 B 108 Lot 7 750 16 101 90 C 109 Lot 8 753 20 107 92 A 110 Lot 9 755 14 99 94 B 111 Lot 40 785 21 104 93 C 1 S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 112 7/21/78 Lot 40/'Tr.34160 790 15 101 90 C 113 Lot 40 795 20 100 90 C 114 Honeybrook 798 18 102 91 C 115 Lot 40 800 20 101 90 C 116 Lot 39 805 19 101 90 C 117 Lot 40 810 15 103 92 C 118 Lot 41 806 19 96 91 C 119 Lot 39 810 21 102 91 B 120 Lot 37 785 22 101 90 C 121 Lot 37 790 20 100 90 I 122 Lot 61 800 15 97 92 B 123 Lot 62 803 17 95 90 B 124 Honeybrook 800 21 100 90 C 125 Lot 61 805 21 96 91 B 126 Lot 40 815 19 99 95 B 127 Lot 39 812 19 95 90 B 128 Lot 42 800 21 98 93 B 129 Lot 37 800 19 100 95 B 130 Lot 35 775 17 105 93 C 131 Lot 39 820 19 96 92 B 132 Lot 62 820 17 101 90 C 133 Lot 40 826 20 110 95 A 134 Lot 62 825 20 97 92 B 135 Lot 39 825 20 98 93 B 136 Lot 40 828 20 101 91 C 137 Lot 38 800 16 97 92 B 138 Lot 37 803 19 99 94 B 139 Honeybrook 800 17 105 93 C 140 Lot 41 808 17 101 90 C 141 Lot 6 755 21 110 94 A 142 Lot 5 764 18 95 90 B 143 Lot 12 770 17 104 93 C 144 Lot 14 775 20 96 92 B 145 Lot 16 773 18 99 95 B 146 7/22/78 Lot 39/Tr.34160 828 25 94 90 B 147 Lot 62 832 18 98 93 B 148 Lot 38 815 18 102 91 C 149 Lot 39 825 19 110 95 A 150 Lot 37 810 20 102 91 C 1 S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Test Date Elev. Moisture Density No. of Test Test Location (feet) (% dry weight) _ (p(;f) Relative Compaction Soil I) ime 151 7/24/78 Lot 39/Tr.34160 830 15 103 92 152 Lot 62 832 16 103 92 153 Lot 61 833 20 103 92 154 Honeybrook " 800 19 104 93 155 Lot 10 760 21 108 92 156 Lot 10 762 21 107 91 157 Lot 9 765 16 102 91 158 Lot 10 765 20 104 93 159 Lot 8 766 15 100 95 160 Lot 7 768 14 99 94 161 Lot 6 770 17 99 95 162 Lot 5 777 16 106 94 163 Lot 6 778 21 ill 95 164 Lot 7 780 15 103 92 165 Lot 8 782 20 104 93 166 Lot 9 784 22 ill 95 167 Lot 10 785 22 110 94 168 Lot 11 788 21 106 91 169 Lot 12 780 20 106 91 170 Lot 35 805 21 106 91 171 Lot 36 808 20 105 90 172 Lot 37 812 21 106 91 173 7/25/78 Lot 61/Tr.34160 731 18 ill 95 174 Lot 5 785 20 104 93 175 Lot 6 788 18 102 91 176 Lot 7 790 15 102 91 177 Lot 8 790 20 101 90 178 Lot 9 795 18 102 91 179 Lot 10 796 20 101 90 180 Lot 11 798 15 101 90 181 Lot 5 788 16 102 91 182 Lot 6 790 15 101 90 183 Lot 7 790 13 110 95 184 Lot 5 790 13 105 90 185 Lot 5 792 18 101 90 186 Lot 6 794 15 103 92 187 Lot 5 794 14 100 90 188 Lot 7 795 16 105 93 189 Lot 8 796 17 100 95 190 Lot 9 798 16 104 93 191 Lot 10 800 18 104 93 S. E. Medall & Associates, Inc. ITABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) Type 192 7/25/78 Lot it/Tr.34160 800 17 99 94 B Lot 5 798 15 103 92 C I1. 93 194 Lot 6 799 16 101 90 C 195 Lot 5 800 17 100 90 C 196 Lot 9 798 21 106 91 A 197 Lot 18 730 18 102 91 C 198 Lot 18 735 16 102 91 C 199 Lot 5 803 15 100 95 B 200 Lot 6 805 20 102 91 C 201 Lot 38 820 20 101 90 C 202 Lot 37 819 19 103 92 C 203 Lot 36 818 21 102 91 C I204 Lot 35 817 16 98 93 B 205 Lot 17 738 15 102 91 C 206 Lot 5 808 19 101 90 C 207 7/26/78 Lot 6/Tr.34160 810 14 103 92 C 208 Lot 5 811 18 102 91 C Lot 7 794 19 101 91 C209 210 Lot 8 793 18 102 91 C 211 Lot 9 800 20 102 91 C 212 Lot 10 800 15 104 92 C Lot 17 740 20 100 90 CI213214Lot58152010291C 215 Lot 6 816 20 103 92 C 216 Lot 5 818 18 102 91 C 217 Lot 7 798 17 105 94 C 218 Lot 8 796 16 97 92 B 219 Lot 9 803 16 95 90 B 220 Lot 4 798 12 106 94 C 221 Lot 5 820 17 96 91 B 222 Lot 6 818 17 98 94 B Lot 5 822 21 101 96 B223 224 Lot 4 806 17 95 91 B 225 Lot 5 825 22 95 90 B I226227 Lot Lot 4 6 810 822 21 18 94 94 90 90 B B 228 Lot 7 805 14 98 93 B 229 Lot 4 815 21 97 92 B 230 Lot 5 828 18 100 95 B 231 Lot 4 820 20 100 95 B 232 Lot 5 830 21 102 91 C 233 Lot 6 825 18 104 93 C 234 Lot 7 810 20 103 92 C 235 Lot 8 800 15 102 91 C 1 IS. E. Modall & Associates, Inc. TABLE I COMPACTION TEST RESULTS Test Date tNo. of Test Test Location 236 7/26/78 Lot 5/Tr•34160 Lot 4237 238 Lot 6 239 Lot 7 240 Lot 9 241 7/27/78 Lot 8/Tr.34160 242 Lot 5 " 243 Lot 4 " 244 Lot 5 " 245 Lot 6 246 Lot 7 247 Lot 8 248 Lot 9 " 249 Lot 10 " 250 Lot 15 " 251 Lot 4 252 Lot 4 Lot 5 " 253 254 Lot 4 " 255 Lot 6 " Lot 4256 257 Lot 4 " 258 Lot 5 259 Lot 4 " Lot 4260 261 Lot 8 262 Lot 10 Lot 5263 264 Ambusher 265 Lot 4 266 Lot 4 267 Lot 6 268 Lot 6 269 Lot 7 270 Lot 7 271 Lot 8 272 Lot 9 1 1 S. E. Medall & Associates, Inc. W. 0. 605D Dry Relative Elev. Moisture Density Compaction Soil feet) dry weight) pcf) Type 833 19 106 94 C 823 19 105 94 C 828 18 106 94 C 815 19 105 94 C 805 20 101 90 C 806 17 108 92 A 835 19 104 93 C 825 16 101 91 C 837 20 103 92 C 830 20 102 91 C 820 21 102 91 C 815 14 101 90 C 810 20 103 92 C 805 18 103 92 C 840 20 103 92 C 828 16 98 93 B 830 17 97 92 B 843 17 98 93 B 833 14 98 94 B 833 23 94 90 B 835 18 103 92 C 848 21 95 91 B 845 15 100 95 B 840 18 99 94 B 843 20 101 90 C 818 17 99 94 B 808 23 107 95 C 847 18 106 91 A 805 16 106 91 A 845 15 102 91 C 847 15 102 91 C 835 18 103 92 C 837 15 96 92 B 825 16 99 90 E 828 16 98 90 E 820 17 99 90 E 812 16 101 90 C I TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (7 dry weight) pcf) M Type 273 7/28/78 Lot 4/Tr_34160 850 21 110 95 A Lot 13 768 14 102 91 C274 275 Lot 35 819 20 101 91 C 276 Lot 36 820 19 103 92 C 277 Lot 37 822 20 102 91 C 278 Lot 38 " 826 20 103 92 C 279 Lot 39 832 19 103 92 C 280 Lot 44 " 821 21 104 93 C Lot 43 822 19 103 92 C281 282 Lot 62 " 830 18 101 90 C 283 Lot 40 " 832 18 101 90 C 284 Lot 15 " 754 18 101 90 C 285 Lot 14 " 760 20 103 92 C 286 Lot 15 " 759 20 101 90 C 7/31/78 Ambusher/Tr.34160 808 16 105 90 A287 288 Honeybrook " 312 18 100 90 C 289 Lot 35 821 is 112 96 A 290 Lot 36 " 824 15 107 92 A 291 Lot 37 " 826 16 103 93 D 292 > Lot 38 " 830 18 101 90 C 293 Lot 39 " 834 16 104 93 C 294 Lot 40 824 18 102 91 C 295 Lot 41 " 822 18 105 94 C 296 Lot 42 " 823 16 105 90 A Lot 43 822 17 104 90 A297 298 Lot 44 IF 823 17 99 90 D 299 Lot 9 813 16 101 91 C 300 Lot 8 " 820 16 103 92 C 301 Lot 7 830 16 104 93 C 302 Lot 6 " 838 17 104 90 A 303 Lot 5 847 16 106 94 C 304 Lot 4 848 15 106 91 C 305 IF Lot 3 IF 820 18 107 92 A 306 Lot 3 824 18 101 92 D 307 Lot 2 " 825 18 103 93 D 308 Lot 3 " 828 18 101 90 C 309 Lot 2 " 829 17 104 93 C 310 Lot 3 " 832 15 104 93 C 1 311 8/1/78 Lot 35/Tr.34160 821 21 96 91 8 312 Lot 36 " 826 15 108 93 A Lot 37 " 828 18 104 90 A313 314 Lot 38 " 832 18 97 92 H 315 Lot 39 " 836 18 105 93 C 316 Lot 40 " 826 18 102 91 C 317 IF Lot 4 853 16 109 93 A 318 Ambusher 810 15 104 94 D 1 S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil INo. of Test Test Location feet) dry weight) Pcf) Type 319 8/1/78 Lot 42/Tr.34160 825 15 100 90 C Ambusher 815 15 101 92 D I320321 Lot 3 835 16 104 93 C 322 Lot 9 814 16 95 86 D 323* Lot 9 814 16 105 95 D 324 Lot 8 821 16 102 91 C 325 Lot 7 831 17 102 91 C 326 Lot 6 838 16 101 90 C . Lot 5 847 20 102 91 C I327328 Lot 4 850 17 102 91 C 329 Lot 3 828 18 101 90 C 330 Lot 2 829 18 102 91 C I331 Lot 4 852 17 102 93 D 332 Lot 3 830 16 101 90 C 333 Lot 3 835 17 103 92 C 334 Lot 4 854 17 102 91 C 335 8/2/78 Lot 2/1rr.34160 835 15 ill 96 A Lot 2 838 15 101 91 D331 337 Lot 3 840 16 101 90 C 338= Lot 8 822 16 100 90 C 339 Lot 4 845 14 99 90 D Lot 3 845 14 94 90 B40 341 Lot 7 832 18 106 94 C 342 Lot 4 848 17 103 92 C 343 Lot 3 848 20 99 90 D 344 Lot 3 850 19 100 90 C 345 Lot 2 845 21 100 90 C 346 Lot 40 828 15 103 92 C 347 Lot 41 825 18 100 90 C 348 Lot 42 825 14 101 90 C 349 Lot 43 825 19 101 90 C Lot 44 822 20 105 94 C350 351 Lot 44 825 15 98 93 B 352 Lot 43 826 21 104 93 C Lot 12 775 20 103 92 C353 354 Lot 13 772 20 104 93 C 355 Lot 14 770 19 101 90 C 356 Lot 15 766 19 100 90 C 357 Lot 16 760 21 102 90 C 358 8/3/78 Lot 36/Tr.34160 827 14 103 92 C 359 Lot 37 835 21 104 92 C 360 Lot 38 837 16 102 91 C Retest of Previous failing test S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) M Type 402 8/4/78 Lot 60/T'r•34160 843 20 102 91 C 403 Lot 62 842 21 102 91 C 404 Lot 63 844 17 101 90 C 405 Lot 60 844 17 101 90 C 406 Lot 61 843 14 102 91 C Lot 62 844 17 104 93 C407 408 Lot 63 845 18 103 92 C 409 Lot 61 A 5 17 102 93 E 410 Lot 40 850 17 100 90 C 411 Lot 41 850 17 102 93 E 412 Lot 42 850 17 100 91 E Lot 43 850 16 103 94 E413 414 Lot 44 850 18 101 90 C 415 Lot 64 845 20 102 91 C 416 8/7/78 Ambusher/Tr.34160714 14 110 94 A 417 Lot 1 718 15 110 94 I 418 Lot 61 847 19 99 90 E 419 Lot 61 848 20 98 90 E 420 Lot 62 848 20 102 93 E 421 - Lot 60 849 18 100 91 E 422 Lot 61 850 18 101 92 E 423 Lot 62 850 18 102 93 E 424 Lot 61 851 20 100 91 E 425 Lot 61 852 22 103 94 E 425 Lot 62 852 16 100 94 E 427 Lot 60 853 17 102 91 C 428 Lot 60 853 19 102 91 C 429 Lot 61 854 19 101 90 C 430 Lot 44 852 19 101 91 C 431 Lot 43 852 16 102 91 C 432 Lot 42 853 20 104 93 C Lot 41 853 22 103 92 C433 434 Lot 40 851 18 101 91 C 435 Lot 63 847 16 101 91 C 435 Lot 62 850 15 101 90 C 437 Lot 64 854 20 103 92 C 438 Lot 61 856 19 102 91 C 439 8/8/78 Lot 13YTr.341,60 790 16 100 91 E 440 Lot 12 785 23 95 90 B 441 Lot 11 802 17 103 92 C 442 Lot 12 787 16 107 92 A tS. E. Medall & Associates, Inc. Test Date No. of Test 361 8/3/78 362 363 364 365 366 367 368 369 370 371 372 373* (372) 374 375 376 377 378 379 380 331 382 383 384 385 386 387 388 389 390 391 392 393 394 395*(393) 396 397 398 399 400 401 TABLE I COMPACTION TEST RESULTS Test Location Lot 39/Tr.34160 Lot 40 Lot 41 Lot 42 Lot 43 Lot 44 Lot 44 Lot 43 Lot 42 Lot 15 Lot 14 Lot 6 Lot 6 Lot 13 Lot 14 Lot 13 Lot 4 Lot 3 Lot 2 Lot 13 Lot 14 Lot 12 Lot 13 Lot 14 Lot 4 Lot 3 Lot 2 Lot 12 Lot 13 Lot 3 Lot 2 Lot 41 Lot 41 Lot 42 Lot 41 Lot 40 Lot 41 Lot 41 Lot 40 Lot 61 Lot 61 Retest of previous failing tests W. 0. 605D Dry Relative Elev. Moisture Density Compaction Soil feet) dry weight) pcf) Type 838 17 103 92 C 838 21 100 90 D 837 17 102 91 C 834 18 107 95 C . 827 17 100 90 D 823 16 96 92 B 830 20 104 93 C 832 16 106 94 C 835 16 107 95 C 770 15 104 93 C 775 16 102 93 E 838 18 94 85 E 838 18 102 93 E 775 18 103 94 E 778. 18 102 93 E 779 18 101 92 E 851 21 101 92 E 852 17 102 91 C 850 20 101 91 E 778 20 102 91 C 780 21 103 93 E 780 14 99 90 E 782 14 99 90 E 782 15 101 92 E 853 14 101 92 E 854 15 102 93 E 852 16 102 93 E 785 14 101 91 E 786 14 100 91 E 858 14 102 92 E 857 13 100 91 E 836 16 104 92 C 837 13 99 88 C 835 10 103 92 C 837 15 102 91 C 838 20 101 90 I 845 13 100 90 D 850 15 101 91 D 848 19 102 91 C 840 16 101 90 C 842 16 100 90 C 1 S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Date Elev. Moisture Density Compaction Soil of Test Test Location feet) dry weight) pcf) Type 8/8/78 Lot ll/Tr.34160. 789 18 102 91 C Lot 12 790 15 102 91 C Lot 60 "' 855 17 102 91 C Lot 60 857 17 101 90 C Lot 61 858 18 103 92 C Lot 62 854 18 103 93 D 8/9/78 Lot 23/Tr.34160 735 19 110 95 A Ambusher " 715 20 109 93 I Lot 36 830 18 100 91 D Lot 60 860 18 104 94 D Lot 60 860 16 108 93 D Lot 61 861 16 103 93 D Lot 62 860 17 102 92 D Lot 62 860 17 101 92 D Lot 62 860 18 102 93 D Lot 61 861 16 100 90 C Lot 11 802 18 101 91 C Lot 10 808 17 105 94 C Lot 10 "' 809 18 103 92 C Lot 35 823 17 103 92 C Lot 35 835 17 102 91 C Lot 38 838 18 103 92 C Lot 39 838 17 104 93 C Lot 45 844 17 104 93 C Lot 46 "' 858 16 103 92 C Lot 45 "' 846 16 105 90 A Lot 44 855 17 101 92 D Lot 23 738 17 100 90 D 8/10/78 Lot 45/Tr.34160 848 18 105 94 C Lot 59 "' 862 18 104 94 D Lot 60 862 15 103 93. D Lot 61 863 15 105 95 D Lot 62 863 14 104 94 D Lot 62 864 14 106 90 D Lot 61 "' 865 17 102 91 C Lot 62 865 17 103 92 1 Lot 62 866 16 102 92 D Lot 59 865 16 103 93 1 Lot 60 866 17 101 91 D Lot 61 866 16 101 90 C IS. E. ",1edall & Associates, Inc. F TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) M Type 483 8/11/78 Lot 59/Tr.34160 868 17 103 92 C 484 Lot 60 869 16 109 94 A 485 Lot 61 859 17 103 92 C 486 Lot 62 868 17 105 94 I 487 Lot 59 870 18 106 91 A 488 Lot 60 871 17 101 90 C 489 Lot 61 871 17 103 92 C 490 Lot 62 870 17 103 92 C Lot 63 870 18 100 91 D491 492 Lot 9 815 15 106 91 A 493 Lot 8 821 16 106 91 A 494 Lot 7 831 17 102 91 C 495 Lot 61 870 14 107 92 A 496 Lot 62 874 14 104 94 D 497* Lot 4/5(slope) 8.56 14 95 87 E 498 Lot 60 873 17 104 94 D 499 Lot 59 875 17 103 92 C 500 Lot 60 875 14 105 94 C Lot 61 875 17 105 93 C501 502 Lot 62 878 17 103 93 D 503 Lot 63 875 16 105 95 D 504 Lot 61 880 17 102 93 D 505 8/15/78 Lot 29/Tr.34160 750 15 100 91 E 506 Lot 29 745 19 100 91 E Lot 29 750 20 102 93 E507 508 Lot 29 755 23 102 92 E 509 Lot 29 758 17 100 91 E 510 Lot 29 760 18 101 92 E 511 Lot 29 748 18 101 91 E 512 Lot 29 765 23 103 93 E 513 Lot 29 768 20 102 92 E 514 Lot 29 770 20 99 90 E 515 8/16/78 Slope 24/18" 768 19 100 91 E 516 775 20 96 91 B 517 24/19" 750 19 102 93 E 518 24/19" 752 16 101 92 E 25/27" 760 17 104 94 E519 520 765 19 101 92 E 521 Lot 29 775 21 103 94 E 522 Lot 29 777 18 101 92 E 523 Lot 29 780 20 101 92 E 524 Lot 29 785 20 101 92 E Restest 845 IS. E. ",lpdall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS IDry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) M Type 525 8/16/78 Lot 29/Tr.34160 790 20 101 92 E 526 Lot 29 783 21 102 93 E 527 Lot 29 781 21 102 92 E 528 Slope 25/72" 780 22 102 93 E 529 Lot 72 785 20 100 91 E 530 Lot 71 788 18 101 92 E 531 Lot 70 792 20 100 91 E 532 Lot 69 795 23 101 92 E 533 Lot 68 800 20 102 93 E 534 8/17/78 Lot 18/Tr.34160 770 16 102 91 C 535 Lot 19 760 16 106 95 C 536 Lot 19 ;; 765 20 103 92 C 537 Lot 19 770 14 103 92 C 538 Lot 72 775 21 101 91 C 539 Lot 24 745 20. 101 90 C 540 Lot 24 748 25 106 91 A 541 Lot 25 750 21 103 92 C Lot 24 755 20 103 92 C542 544 Lot 19 778 16 101 92 D 54:5 Lot 19 775 21 104 93 C 546 Lot 18 762 14 101 90 C Lot 18 768 16 101 92 D547 548 Lot 19 770 17 102 92 D 549 Lot 19 772 20 103 92 C Ambusher 775 20 102 91 C550 551 Lot 73 780 17 102 92 D 552 Lot 73 778 19 100 91 D 553 Lot 18 770 15 102 92 D 554 Lot 47 865 20 101 92 D 555 Lot 2 870 16 101 92 D 8/18/78 Lot 18/11r.34160 770 14 94 90 Bt556557Lot26 " 750 16 101 92 E 558 Lot 27 752 15 102 92 E Lot 27 751 20 101 91 E559 560 Lot 26 753 18 102 93 E 561 Lot 23 756 16 101 92 E 562 Lot 24 758 17 100 91 E 563 Lot 23 760 22 102 93 E 564 Lot 26 755 17 101 92 E 565 Lot 27 756 15 101 91 E 1 1 S. E. Medall & Associates, Inc. YvWv-wM1 COMPACTION TEST RESULTS W. 0. 605D Dry Relative Test Date Elev. Moisture Density Compaction Soil of Test Test Location feet) dry weight) pcf) apeNo. 566 8/18/78 Lot 25/Tr.34160 760 22 102 93 E 567 Lot 27 762 25 106 96 E Lot 3 FRG 16 118 93 E568 569 Lot 4 FRG 13 115 93 F•. 570 Lot 5 FRG 14 115 92 E 571 Lot 6 FRG 14 118 94 E I572 Lot 7 FRG 17 121 94 E 573 Lot 8 FRG 16 116 91 D 574* Lot 3/slope 856 16 108 85 F Lot 9 FRG 14 118 94 D575 576 Lot 10 FRG 16 119 92 E 577** Lot 3/slope 862 15 105 83 E Lot 26 760 15 117 93 E578 579 Lot 22 745 20 124 94 E 580 8/21/78 Lot 26/Tr.34160 760 22 94 90 B Lot 27 762 14 100 91 E581 582 Lot 26 764 17 101 92 E 583 Lot 25 762 22 103 93 F. Lot 24 760 22 102 93 E584 585 Lot 23 755 25 107 97 E 536 Lot 22 750 16 101 92 E 587 Lot 21 740 17 100 91 E 588 Lot 20 730 20 100 91 E 589 Lot 27 765 18 101 92 E 590 Lot 26 767 16 101 92 E 591 Lot 27 769 25 106 96 D 592 Lot 38 FRG 16 106 96 E 593** Lot 3/slope 859 16 97 88 D Lot 37 FRG 12 101 92 E594 595*** Lot 5/slo_oe 843 15 92 84 C 596 Lot 68 803 18 103 92 C 597 Lot 68 805 18 101 90 C 598 Lot 69 804 18 102 91 C 599 Lot 70 806 18 103 92 C 600 Lot 36 FRG 14 101 92 D Lot 35 FRG 14 104 93 C601 602 Lot 40 FRG 13 105 95 D 603 Lot 41 FRG 10 99 90 E 604 8/22/78 Lot 27/Tr.34160 770 16 102 93 E 605 Lot 42 FRG 14 105 96 E 606 Lot 43 FRG 16 103 94 E Lot 11 FRG 15 102 92 DC07 608 Lot 12 FRG 14 105 95 E FRG - Finished Grade Retest #740 Retest #760 Retest'49?5 S. E. Medall & Associates, Inc. Test No. 609* 610 611 612 613 614 615 616 617 618 619 620 621 622 623 624 625 626 627 6.28 629 630 631** 632 633 634 635 636 637 638 639 640 641 642 643 644 645 646 647 648 649 650 Date 8/22/78 8/23/78 651 " Retest #761 Retest 4743 TABLE I COMPACTION TEST RESULTS Test Location Lot 4/Tr.34160 Lot 15 Lot 16 Lot 17 Lot 20 Lot 21 Lot 22 Lot 23 Lot 24 Lot 25 Lot 26 Lot 27 Lot 28 Lot 20 Lot 21 Lot 22 Lot 23 Lot 24 Lot 25 Lot 72/Tr.34160 Lot 70 Lot 13 Lot 7/slope Lot 14 Lot 26 Lot 27 Lot 28 Lot 18 Lot 19 Lot 72 Lot 73 Lot 26 Lot 27 Lot 28 Lot 68 Lot 69 Lot 70 Lot 71 Lot 72 Lot 19 Lot 18 Lot 26 Lot 27 Elcv. Moisture feet) dry weight) 845 15 FRG 10 FRG 15 FRG 14 735 15 745 17 755 17 760 20 764 21 765 16 768 20 772 20 770 20 740 21 750 20 760 20 765 16 767 19 768 20 802 22 800 17 FRG 12 832 18 FRG 16 772 15 774 19 773 16 775 16 780 25 785 15 787 16 774 20 776 21 775 17 804 20 806 20 806 17 805 19 804 20 778 10 780 16 777 17 779 20 W. 0. 605D Dry Density pcf) 94 105 106 102 102 102 102 102 104 101 100 101 99 100 101 99 101 100 101 98 103 101 94 105 102 102 101 102 106 101 161 103 104 101 100 101 101 102 102 101 101 101 101 Relative Compaction M 85 95 94 92 93 93 93 93 92 92 91 92 90 91 92 90 92 91 92 90 94 92 85 96 93 92 92 93 97 92 92 93 94 92 91 92 92 92 93 92 92 92 92 S. E. Medall & Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS 1 Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (Z dry weight) pcf) 652 8/24/78 Lot 26/Tr34160 780 26 102 92 F 653 Lot 27 781 20 100 91 E 654 Lot 28 779 22 103 93 E 655 Running Branch" 782 21 99 90 E 656 Lot 18/Tr29053 782 19 100 91 E Lot 19 780 20 103 94 E657 658 Lot 73/Tr34160 789 17 102 92 E 659 Lot 73 790 18 101 91 E Lot 23 767 20 102 93 E660 661 Lot 22 762 21 103 93 E 662 Lot 21 753 19 101 92 E 663 Lot 20 743 21 102 93 E 664. 8/25/78 Lot 17/Tr34160 745 18 105 90 A 665 Lot 18 728 15 105 90 A Lot 19 720 17. 106 91 A666 667 Lot 12/Tr29053 718 17 103 93 E 668 Lot 13 " 720 18 103 94 E 669 Lot 59/Tr34160 877 18 101 92 E 1 670 Lot 60 879 17 103 94 E 671 Lot 61 880 18 103 93 E 672 Lot 62 880 16 106 91 A Lot 59 880 18 101 92. E673 674 Lot 60 882 18 103 94 E 675 Lot 61 882 17 102 93 E Lot 18 820 12 105 93 C676 677 Lot 13/Tr29053 745 19 102 93 E 678 Lot 20/Tr34160 747 20 101 92 E. 679 Lot 21 755 21 100 91 E 680 Lot 22 763 20 101 92 E 681 Lot 20 748 21 101 92 E 682 Lot 21 757 20 100 91 E Lot 22 765 20 100 90683 684 Lot 22 768 19 101 92 E 685 Lot 23 770 20 101 92 E Lot 18 784 19 101 92 E686 687 Lot 19 " 782 22 102 93 1E 688 8/28/78 Lot 59/Tr34160 882 15 100 91 E Lot 60 884 17 102 93 E689 690 Lot 61 885 19 101 92 E 691 Lot 62 884 20 101 92 E Lot 60 886 18 101 92 E692 693 Running Branch" 887 16 101 92 E 694 Lot 58 885 15 101 92 E 695 Lot 59 887 19 102 93 E 696 Lot 86 889 14 101 92 E 697 Lot 87 888 15 101 92 E Associ-Ites, Inc. Test No. 698 700 70 702 703* 705705 706 707 I 708 709 710 711 712 71 714 715 716* 717** 718 719 72 721 722 723 724 725 726 727 728 729 73 731 732 733 734 735 Date Test Loc./ of Test Tract No. TABIX I W. 0.605D COMPACTION TEST RESULTS Dry Relative Elev. Moisture Density Compaction Soil Feet) (/ dr(pci) (Z) Type 8/28/78 Running Branch/Tr34160. 886 Running Branch 887 Lot 61 888 Lot 87 890 Lot 58 893 Lot 86 890 Lot 85 890 Lot 86 890 Lot 57 888 Lot 58 894 Lot 59 895 Lot 60 889 Lot 61 890 Lot 62 889 8/29/78 Lot 60/Tr34160. 897 Lot 89 890 Lot 56 900 Lot 88 992 Lot 43 824 Lot 41 840 Lot 71 810 Lot 73/Tr34160 811 Lot 19/Tr29053 784 Lot 19 785 Lot 1.8 786 Lot 18 783 Lot 68/Tr 34160..81 2_ Lot 69 It 815 Lot 70 817 Lot 71 818 Lot 72 818 Lot 19/Tr29053 790 Lot 18 792 Running Branch/Tr34160 795 Lot 13/Tr 29053 722 Lot 12 " 724 Lot 13 726 Lot 12 " 728 I*Retest #705 I**Area reworked but not retested 18 102 92 E 17 102 92 E 16 103 94 E 23 95 91 B 22 104 93 C 15 90 86 F 1.7 93 90 E 18 103 93 D 21 100 92 F 18 104 93 C 22 101 92 E 19 100 91 D 23 103 92 C 19, 104 93 C 11 98 93 B 12 103 93 E 18 96 91 B 15 104 93 C 15 85 81 B 15 95 84 C 16 105 93 C 15 102 92 D 16 103 92 C 14 101 91 F 13 101 91 E 17 97 92 B 14 101 92 E 19 102 93 E 15 101 92 F 20 99 90 E 16 101 92 E 15 101 92 E 14 102 93 R 17 101 92 E 18 101 92 E 19 102 92 E 15 101 92 E 17 102 93 E IS. E. Madall & Associales, Inc. SJ. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (% dry weight) pcf) M jae 736 8/30/78 Lot 28/Tr34160 800 12 95 91. B 737 Lot 70 820 18 100 91. E 738 Lot 73 790 14 105 94 C 739 Lot 73 795 26 107 95 C 740 Lot 3 860 15 94 90 B 741* Lot 5 840 15 98 89 E 7421 Lot 6 832 16 105 94 C 743 Lot 7 825 16 96 91 B 744 Lot 28 803 13 95 90 B 745 Lot 29 802 16 104 92 C 746 Lot 69 820 15 118 93 E 747 Lot 70 823 17 103 92 C 748 Lot 71 825 16 99 90 E 749 Lot 72 826 16 101 92 E 750 Lot 9/Tr 29.053_708 17 104 93 C 751 Lot 9 712 16 105 93 C 752 Lot, 8 708 14 100 91 E 753 Lot 12 730 16 102 93 E 754 Lot 13 732 13 102 91 C 755 Lot 8 712 14 103 92 C 756 Lot 9 714 13 101 92 E 757 Lot 9 717 14 105 94 C Lot 12 732 13 102 93 E758 759 Lot 12 734 13 103 92 C 760 8/31/78 Lot 3/Tr. 34160 857 12 100 91 E 761 Lot 4 845 16 99 90 E 762** Lot 8 815 18 93 84 E 763 Lot 9 810 18 106 95 C Lot 8/Tr 29.053 711 18 98 90 C764 765 Lot 7 710 1.6 102 92 D 766 Lot 8 714 14 100 91 E 76.7 Lot 9 716 16 100 91 E.- _ 768 Lot 8 720 14 104 93 C" 769 Lot 12 734 16 102 93 D 770 Lot 13 736 14 101 92 E 771 Lot 18 794 12 100 91 E 772 Lot 19 796 16 101 92 E 773 Lot 18 798 17 103 93 E 774 Lot 19 800 15 101 92 E 775 Lot 1 665 15 102 92 E 776 Lot 2 668 14 101 92 E 777 Lot 3 675 15 102 92 E 778 Lot 4 685 17 103 94 E 779 Lot 5 710 16 101 92 E 780 Lot 6 717 17 101 92 F Lot 7 715 16 102 93 E781 782 Lot 8 717 18 101 92 E Retest 1884 Retest 1886 S. 3 AssDCi3)$S, h1c. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) dry weight) pcf) Type 783 9/l/78 Lot 12/Tr29053 738 13 101 92 E 784 Lot 13 740 15 102 91 C 785 Lot 14 750 20 100 91 E 786 Lot 15 760 16 101 92 E 787 Lot 16 770 15 98 93 B 788 Lot 17 780 15 102 92 E 789 Lot 12 742 16 101 92 E 790 Lot 13 744 17 102 92 E 791 Lot 14 754 16 103 94 E 792 Lot 15 765 13 100 91 E 793 Lot 16 775 14 102 92 E 794 Lot 17 785 14 102 92 E 795 9/5/78 Lot 14/Tr29053 757 13 100 90 E 796 Lot 15 768 18 102 92 E 797 Lot 16 779 19 101 92 E 798 Lot 17 788 17 102 93 E 799 Lot 18 797 17 101 92 E 800 Lot 19 799 15 101 92 E 801 Lot 14 761 16 103 92 C 802... Lot 15 773 19 103 91 C 803 Lot 16 " 783 15 100 91 E 804 Lot 17 792 14 100 91 E 805 Lot 2 673 15. 101 92 E 806 Lot 4 690 19 101 92 E 807 Lot 6 721 19 102 91 C 808 Lot 8 722 16 101 92 E 809 Lot 1 670 17 102 93 E 810 Lot 3 680 15 101 92 E 811 Lot 5 716 15 102 92 E 812 Lot 7 720 18 101 92 E 813 Lot 12 748 15 101 92 E 814 Lot 13 750 14 100 91 E 815 Lot 14 765 19 102 92 E 816 Lot 15 777 17 101 92 E 817 Lot 16 786 16 101 92 E 818 Lot 17 795 15 101 92 E 819 9/11/78 Lot 12/Tr29053 750 18 101 92 E 820 Lot 13 753 15 101 92 E 821 Lot 14 767 19 101 92 E 322 Lot 15 779 19 102 92 E 323 Lot 8 725 15 102 91 E 824 Lot 9 720 15 100 92 E 826 Lot 3 685 16 101 92 E 827 Lot 4 693 15 101 92 E 828 Lot 5 718 14 100 93 E S. E. PAedall u Associates, Inc. TABLE: I W. 0. 605D COKPACTION TEST RESULTS tDry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (Y, dry wei.-ht) pcf) Type 829 9/11/78 Lot 6/Tr 29.053 726 16 103 93 E 830 Lot 7 728 1.5 102 92 E 831* Lot 44/Tr 34160 816 23 94 86 E" 832** Lot 40 FRG 14 95 86 E 833*** Lot 41 FRG 19 93 85 E 834 Lot 44 FRG 21 102 92 F. 835 Lot 43 FRG 16 101 92 E 836 Lot 40 FRG 18 101 91 E Lot 41 FRG 20 103 93 E837 838 Lot 42 FRG 19 100 91 E 839 9/12/78 Lot 14/Tr 29053 741 17 100 91 E 840 Lot 15 803 17 101 92 E 841 Lot 16 812 15, 101 92 E 842 Lot 13 756 16 102 92 F; 843 Lot 14 755 16 101 91 E1844Lot158051810191E 845 Lot 8 748 16 101 92 E Lot 9 730 18 101 91 F, 846 847 Lot 10 855 16 102 92. E 848 Lot 14 760 15 3.03 93 E 849 Lot 15 795. 1.8 102 92 E 850 Lot 16 795 18 102 93 E 851 Lot 38/Tr 34160 FRG 21 99 90 F 852 Lot 36 FRG 23 103 93 E 853 Lot 37 FRG 14 104 92 C 854 Lot 35 FRG 18 103 92 C 855 Lot 14 FRG 14 103 93 E 856 Lot 14 780 16 100 91 E 857 Lot 15 77611 16 103 92 C 858 Lot 17 755 19 103 93 E 859 Lot 18 738 14 100 90 E Lot 19 730 17 103 92 C860 861 Lot 16 721 16 104 92 C 862 Lot 19 724 16 100 91 E Lot 14 784 15 104 90 G863 864 Lot 16 750 16 101 91 C 865 Lot 18 725 15 103 92 C 866 Lot 19/Tr 29053 755 12 102 92 E 8671 Lot 17 780 14 104 92 C 868 Lot 15 765 14 102 91 C 869 Lot 14 765 13 100 90 E 870 Lot 17 774 15 101 91 E 871 Lot 17 779 18 103 92 C 872 Lot 19 765 16 103 91 C Retest #881 Retest #836 Retest #837 TABLE 1 SJ. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of 'Lest Tract No. Feet) dry Naei ttt) Ocam Tyne 873 9/13/78 Lot 70/Tr34160 851 20 100 90 E 874 Lot.72 830 15 100 90 E 875 Lot 34 FRG 18 105 94 C 876* Lot 30 815 12 99 85 A 877 Lot 30R 815 20 102 93 E Lot 32 817 14 106 95 C878 879 Lot 33 815 13 103 93 E 880 Lot 34 812 18 106 94 C 881 Lot 44 833 13 103 93 E 882 Lot 43 832 13 101 92 F. 883 Lot 42 830 13 102 91 C 884 Lot 41 839 13 103 92 C 885 Lot 40 845 14_ 101 92 E 886 Lot 45 861 15. 102 93 E 9/14/78 Lot 14/Tr34160 770 15 101 91 C887 888 Lot 16 752 16 102 91 C 889 Lot 15 767 18 100 91 E 890 Lot 17 FRG 19 100 91 E 891 Lot 19 718 18 100 93. F. 892 Lot 18 747 20 101 91 E 893 Lot 16 FRG 16 100 91 E Lot 15 FRG 18 100 91 E894 895 Lot 14 776 16 102 91 C . 896 Lot 18 72.8 16 103 92 C 897 Lot 18 FRG 16 101 92 E 1 898 Lot 19 FRG 15 101 92 E 899 Lot 43/Tr34161 FRG 18 102 92 E 900 Lot 44, FRG 17 103 92 E 901 9/15/78 Lot 17/Tr34160 770 15 101 92 E 902 Lot 17 785 13 99 90 E Lot 41 FRG 14 101 92.., 903 904 Lot 13 FRG 20 109 97 E_ _. C 905 Lot 14 FRG 20 110 98 C Lot 15 FRG 21 107 95 C906 907 Lot 18 FRG 15 104 93 C 908 Lot 19 FRG 15 102 91 C 909 Lot 92/Tr29053 760 16 101 91 E Lot 92 764 16 102 91 Ct910911Lot427901810291C 912 Lot 42 792 18 102 93 E Retest 877 IS. E. rfladall '; Associates, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry weight) pcf) Type 913 9/18/78 Lot 42/Tr29053 760 20 101 91 E 914 Lot 41 760 13 100 91 E 915 Lot 42 762 14 100 91 E 916 Lot 68 762 15 101 92 E 917 Lot 68 764 15 104 93 C 918 Lot 70 764 14 101 92 E 919 Lot 68 766 14 101 92 E 920 Lot 69 768 15 102 93 E 921 Lot 70 770 18 99 90 E 9221 Lot 68 770 15 102 93 E 923 9/19/78 Lot 43/Tr29053 772 18 94 90 B Lot 41 772 18 96 91 B924 925 Lot 68 774 20 103 94 E 926 Lot 69 774 20 103 94 E 927 Lot 71 776 19 105 95 E 9281 Lot 70 776 12 96 91 B 929 Lot 68 778 13 95 90 B 930 Lot 69 778 14 95 91 B 931 Lot 70 780 15 101 92 E 932 Lot 42 780 18 101 92 E 933 9/20/78 Lot 74/Tr29053 760 14 100 92 E 934 Lot 71 " 758 15 103 93 E 935 Lot 45 762 13 103 92 C Lot 87 762 19 101 92 E936 937 Lot 68 766 18 96 92 B 938 Lot 85 767 21 104 95 E 939 Lot 86 769 18 101 92 E 940 Lot 85 769 18 101 91 F 941 Lot 87 771 16 101 92 E 942 Lot 72 771 18 101 92 E 943 9/21/78 Lot 72/Tr29053 773 18 101 93 E 944 Lot 74 774 19 100 91 E Lot 73 775 18 101 92 E945 946 Lot 70 776 19 103 93 E 947 Lot 86 777 19 103 92 E 948 Lot 44 773 15 103 92 C Lot 43 774 14 103 92 E949 950 Lot 42 775 15 103 91 C 951 Lot 41 776 15 103 92 C Lot 68 777 16 102 91 C t952953 Lot 69 778 18 101 90 C 954 Lot 71 780 18 101 92 E 955 Lot 72 780 18 101 91 E 1 S. E. Piiedall & Associates, Inc. TABLE I W. o. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil 1 No. of Test Tract No. Feet) Z dry weiEht) pcf) M Type 956 9/22/78 Lot 41/Tr29053 782 20 108 92 A 957 Lot 42 783 20 105 90 A 958 Lot 44 784 19 103 92 C 959 Lot 45 785 20 104 93- C 960 Lot 69 780 22 104 93 C 961. Lot 70 783 23 102 92 E 962 Lot 72 785 20 105 90 A 963 Lot 98 659 20 101 92 E Lot 99 " 661 18 104 93 C964 965 Lot 101 663 18 105 90 A 966 9/25/78 Lot 26/Tr34160 790 13 99 90 C Lot 27 795 14 98 90 C967 968 Lot 28 800 14 99 90 C 969 Lot 25 " 805 16 98 90 C 970 Lot 24 800 16 95 90 A 971* 9/26/78 Lot 23/Tr34160 780 17 85 80 E Lot 23 780 16 94 90 E971A 972 Lot 22 785 21 97 91 A 973 Lot 23 770 21 95 90 E 974 Lot 21 758 19 100 91 C 975 Lot 26/Tr34160 765 18 95 90 E 976 Lot 28 760 18 96 90 E 9/27/78 Lot 89/Tr29053 698 23 98 90 C977 978 Lot 90 700 19 101 93 C 979 Lot 90 700 22 99 91 C 980 Lot 96 702 25 99 91 C 981 Lot 96 702 15 104 90 G 982 Lot 91 704 18 102 92 E 983 Lot 91 704 15 101 92 E 984 Lot 91 705 15 107 93 G 985 Lot 91 705 16 105 91 E' .._. 986 Lot 95 706 23 101 92 E Lot 95 706 19 104 90 G987 988 Lot 95 706 11 107 92 G 989 Lot 95 708 18 102 92 E 990 Lot 94 708 18 102 92 E . 991 Lot 94 710 20 103 94 E. 992 Lot 92 710 16 103 93 E 993 Lot 92 712 23 101 92 E 994 Lot 93 712 19 100 90 E 995 Lot 93 714 20 100 90 E 996 Lot 87 714 14 99 90 E 997 Lot 98 675 19 100 91 E 998 Lot 98 " 716 15 98 91 E 999 Lot 98 686 17 101 92 F. 1000 Lot 97 718 13 104 94 E Retest 971A S. 1,49edail & Associates, Inc TABLE 1 ta. o. 605n COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) (% dry we i-ht) Pcf) Tyne 1001 9/20/78 Lot 96/Tr29053 720 21 100 90 E 1002 Lot 89 720 18 99 90 E 1003 Lot 90 722 21 100 91 E 1004 Lot 94 722 19 102 93 E 1005 Lot 92 724 16 104 91 G 1006 Lot 99 706 21 102 93 E 1007 Lot 99 726 18 101 91 E 1008 Lot 98 728 21 103 93 E 1009 Lot 99 728 17 ill 96 G 1010 Lot 97 730 15 ill 96 G 1011 9/28/78 Lot 1/Tr29053 877 19 101 92 E 1012 Lot 1 878 23 103 93 E 1013 Lot 1 877 21 107 92 G 1014 Lot 1 874 16 107 93 G 1015 Lot 1 876 14 102 92 E t 1016 Buttress Lot 1 877 23 106 92 G 1017 Lot 96 725 17 99 90 E 1018 Lot 93 725 18 106 92 G 1019 Lot 91 727 18 105 91 G 1020 Lot 89 727 20 102 92 E 1021 Lot 96 729 16 98 90 F 1022 Lot 94 729 21 97 90 F 1023 Lot 90 731 19' 101 92 F. 1024 Lot 90 731 15 101 92 F. 1025 Lot 96 733 15 102 92 F 1026 Lot 95 733 14 102 93 E 1027 Lot 91. 735 20 100 91 F, Lot 96 735 13 100 91 E1028 1029 Lot 93 737 13 98 91 F 1030 Lot 90 737 16 99 90 E 1031 9/29/78 Lot 87/Tr29053 755 21 102 93 r. 1032 Lot 86 800 17 106 92 G 1033 Lot 85 780 18 101 92 E 1034 Lot 87 785 21 98 90 F 1035 Lot 85 755 11 104 91 G 1036 Lot 72/Tr34.160 832 15 99 90 C Lot 72 829 14 103 90 Gi10371038Lot718442110390G 1039 Lot 71 840 19 106 92 G 1040 Lot 70 835 23 100 91 E VE_. PA-dall 2t Associa?es, Inc. TABLE I 0. 605D COMPACTION TEST RESULTS Dry P.elative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) Z dry weight) J)cf) Type 1,041 9/29/78 Lot 70/Tr34160 835 20 99 90 E 1042 Lot 69 849 15 106 91 G 1043 Lot 69 846 19 103 90 G 1044 Lot 68 833 18 105 91 G 1045 Lot 68 823 18 105 91 G 1046 Lot 67 838 20 104 90 G 1047 Lot 67 867 9 104 90 G 1048 Lot 99/Tr29053 722 14 102 92 E 1049 Lot 99 ". 722 14 114 93 C 1050 Lot 99 724 12 103 93 E 1051 Lot 99/Tr29053 724 11 103 94 E 1052 Lot 86 " 726 12 104 94 C 1053 Lot 100 " 726 13 105 93 C 1054 Lot 99 " 726 15 104 94 E 1055 Lot 100 " 726 14 104 94 E 1056 Lot 86 " 726 12 104 93 C 1057 Lot 99 " 726 11 103 94 E 1058 10/2/78 Lot 53/Tr34161 874 18 103 94 C 1059 Lot 53 849 16 104 90 G 1060 Lot 52 854 16 106 92 G 1061 Lot 52 857 16 1105 91 G Lot 51 858 8 102 93 Ci10621063Lot518601810092C 1064 Lot 50 863 12 98 90 C 1065 Lot 50 861 13 99 91 C 1066 Lot 49 863 15 97 91 A 1067 Lot 49 862 15 105 91 G 1068 Lot 98/Tr29053 686 20 99 90 E 1069 Lot 98 " 704 23 103 94 E 1070 Lot 87 " 695 17 100 91 E 1071 Lot 87 " 760 23 99 90 E 1072 Lot 97 " 715 20 99 90 E 1073 Lot 95 " 734 19 101 t 92 E 1074 Lot 90 11 785 21 100 91 E 1075 Lot 97 1. 735 21 100 91 E 1076 Lot 48/Tr34161 860 18 98 90 C 1077 Lot 48 " 851 17 103 94 C 1078 Lot 89/Tr29053 792 12 1.10 95 G 1079 Lot 97 " 696 10 104 94 E 1080 it Lot 98 686 14 105 91 G 1081 Lot 99 685 14 105 90 G 1012 Lot 99 715 12 103 93 E 1083 Lot 100 " 675 13 108 94 G 1084 No Test ad a!I 1.t E1S S0 C1a; aS, Ii1 C.. TAL'LE I l•I. 0. 605D COMPACTION TEST RESULTS Dry Relative Date Test Loc./ Islev. Moisture Density Compaction Soil of Test Tract No. Feet) dry weight) pcf) 10/3/78 Lot 63/Tr34160 886 25 91 87Nat. F. Lot.75 855 12 101 92 C Lot 76 855 12 105 92 .. G Lot 76 858 1.4 109 95 G Lot 77 868 15 96 90 A Lot 77 861 6 108 93 G Lot 78 861 6 99 91 C Lot 78 862 6 102 94 C Lot 79 864 9 ill 96 G Lot 79 867 13 107 92 G Lot 80 867 14 100 91 C Lot 81 873 16 108 94 G Lot 66 869 14 105 91 G Lot 65 873 1.3 97 91 A Lot 87/Tr29053 682 22 102 93 E Lot 96 735 18 104 94 E Lot 94 753 20 105 95 E Lot 93 771 21 96 91 A Lot 98 725 21 100 91 E 10/4/78 Lot 86/Tr29053 748 23 101 92 E Lot 98 748 21 100 91 E Lot 86 750 18 105 92 G Lot 98 750 17 101 91 E Lot 85 752 20 97 90 F Lot 88/l'r29053 782 10 103 90 G Lot 86 754 19 99 91 C Lot 87 754 17 96 90 A Lot 85, 756 18 96 90 A Lot 88 756 21 104 95 E Lot 85 760 18 102. 92 E Lot 86 760 19 98 91 E Lot 88 762 22 100 91", E:.- Lot 86 762 16 104- 91 G Lot 86 758 20 104 95 E Lot 88 758 21 105 95 E Lot 87 764 23 103 93 E Lot 85 764 16 97 90 F Lot 88 766 23 97 90 F Lot 86 766 19 104 94 E t. E. Medal[ 8 Associatas, Inc. TABLE. I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of 'Lest Tract No. Feet) (`% dry wei-,I cf) m Tyne 1124 10/5/78 Lot 65/Tr34160 872 15 105 91 G 1125 Lot 64 879 14 104 91 G 1126 Lot 64 879 16 105 92 G 1127 Lot 66 867 16 103 94 E 1128 Lot 63 884 18 105 91 G 1129 Lot 84/Tr29053 770 18 105 91 G 1130 Lot 87 770 18 104 91 G 1131 Lot 88 772 15 105 91 G 1132 Lot 85 772 15 104 90 G 1133 Lot 87 774 22 102 93 E 1134 Lot 85 774 18 104 94 E 1135 Lot 86 776 20 97 91 A 1136 Lot 87 776 21 107 97 F. 1137 Lot 84 778 18 99 90 E 1138 Lot 85 778 21 102 93 E 1139 Lot 86 780 19 103 94 E 1140 Lot 87 780 21 102 93 E 1141 Lot 85 782 20 101 92 E 1142 Lot 87 782 24 99. 91 F 1143 _ 10/6/78 Lot 86/Tr29053 784 12 106 96 F 1144 Lot 87 774 13 107 97 E 1145 Lot 88 774 15 106 96 E 1146 Lot 84 776 12 106 96 E 1147 Lot 86 776 12 106 96 F 1148 Lot 87 776 14 104 95 F 1149 Lot 88 776 14 106 94 C 1150 Lot 86 778 15 108 95 C 1151 Lot 87 778 16 107 95 C 1152 Lot 88 778 16 106 95 C 1153 Lot 85 778 16 106 96 C 1154 Lot 84 778 18 106 93 C 1155 Lot 88 778 14 107 95 C. . 1156 Lot 86 778 14 106 94 C* 1157 Lot 84 780 16 103 93 E 1158 Lot 84 780 14 104 94. E Lot 85 782 16 102 92 F. 1159 1160 Lot 86 782 14 104 94 E 1161 Lot 85 784 18 105 95 E 1.162 Lot 85 784 17 106 96 E 1163 Lot 84 786 18 100 91 E; 1164 Lot 85 786 17 101 92 E 1165 Lot 87 786 22 102 92 E t. E, i-)Jedail 2t Associales, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No, of Test Tract No. Feet) dry wei;;ht) pci) 7) ape 1166 10/6/78 Lot 86/Tr29053 786 19 98 91 F 1167 Lot 84 788 22 99 90 E Lot 85 788 14 101 91 E111681169Lot86788209791A 1170 Lot 86 788 22 101 92 F, 1171 Lot 84 790 19 103 94 E 1172 Lot 85 790 15 101 92 E 1173 Lot 87 790 19 98 91 F 1174 10/7/78 Lot 74/Tr34160 848 11 105 92 G 1175 Lot 74 851 16 106 90 G 1176 Lot 80 870 14 109 95 G 1177 Lot 81 873 13 109 94 G 1178 Lot 99/TR 29053 707 18 104 95 E 1179 Lot 99 " 707 19 102 92 E 1180 Lot 87/Tr29053 753 18 105 92 G 1181 Lot 87 753 26 100 91 E 1182 Lot 88 758 14 104 93 C 1183 Lot 89 758 15 105 94 C 1184 Lot 87 760 18 99 90 E 1185 Lot 87 760 22 102 93 E 1186 Lot 82/Tr34160 878 13 105 92 G 1187 Lot 82 877 14 106 93 G 1188 Lot 83 882 15 105 91 G 1189 Lot 83 882 16 105 91 G 1190 Lot 95/Tr29053 737 14 106 92 G 1191 Lot 95 740 16 106 91 G 1192 Lot 95 744 15 103 91 G 1193, Lot 95 748 16 106 92 G Lot 95 752 18 105 91 G1194 1195 Lot 95 756 20 102 93 E 1196 10/9/78 Lot 94/Tr29053 768 16 106 92 1197 Lot 94 ". 770 16 101 91 E 1198 Lot 37 786 16 102 93 E 1199 Lot 38 786 18 99 90 E is. E. Madall 3 A3socia?as, Inc. TABLE. I M 14* 0. 605D COMPACTION TEST RESULTS Dry Relative Test Date F1ev. Moisture Density Compaction Soil No. of Test Test Location feet) (% dry wei8ht) pcf.) Tyke. 1200 10/9/78 Lot 44/Tr29053 810 18 103 94 E Lot 45 817 20 103 93 E1201 1202 Lot 46 822 15 104 91 G 1203 Lot 40 780 19 107 95 C 1204 Lot 39 778 14 99 91 C-1 1205 Lot 35 782 18 102 93 E 1206 Lot 36 782 18 103 93 E 1207 Lot 37 774 14 105 92 G 1208 Lot 38 788 16 100 91 E 1209 Lot 39 780 16 102 91 C 1210 Lot 40 780 18 98 90 C 1211 Lot 44. 812 17 104 93 C-1 1212 Lot 96 761 19 103 92 C-1 1213 Lot 89 765 11 106 94 C-1 1214 Lot 36 780 13 105 91 G Lot 36 780 13 104 91 G1215 1216 Lot 88 790 12 104 90 G 1217 Lot 87 790 13 101 90 C-1 Lot 86 800 12 105 91 G1218 1219 Lot 85 800 14 103 91 C-1_ 1220 Lot 84 818 14 102 91 C-1 1221 Lot 4. FRG 14 98 91 F 1222 Lot 4 720 15 98 91 F 1223 Lot 4 718 12 103 93 E 1224 Lot 7 744 18 95 90 A 1225 Lot 8 754 20 94 92 F 1226 Lot 9 764 15 104 94 E 1227 Lot 11 773 15 100 91 E 1228 10/10/78 Key Lot 35 Tract 29053 775 16 99 91 C 1229 Key Lot 35 780 13 108 93 G 1230 Key Lot 35 785 11 109 95 C 1231 Key Lot 35 790 15 99 91 C 1232 Key Lot 35 795 12. 106 92 G 1233 Key Lot 35 772 12 109 95 G 1234 Lot 88 785 10 107, 93 G 1235 Lot 8.7 790 10 109 95 G 1236, Lot 86 797 15 108 93 G 1237 Lot 85 805 16 103 95 C 1238 Lot 84 813 14 102 93 C 1239 Lot 83 821 10 107 93 G Lot 82 828 7 99 91 C1240 1241 Lot 81 833 12 100 91 C 1242 Lot 80 836 11 101 92 C Lot 79 838 14 100 95 G1243 1244 Lot 78 837 10 108 94 G t S. E. PA--citill z, ;,s;oci,:?as, Inc. TABLE I W. 0. 605D COMPACTION TEST RESULT'S Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil A`o. of Test Tract No. Feet) (% dry caei ht) c1f) ape 1245 10/10/78 Lot 77/Tr29053 835 13 107 93 G 1246 Lot 76 832 14 102 93 C 1247 1248 Lot Lot 76 88 834 793 15 11 100 108 91 94 C G 1249 Lot 87 798 14 105 91 G 1250 Lot 86 804 7 109 94 G 1251 Lot 85 812 17., 107 93 G 1252 Lot 84 820 18 108 94 G 1253 Lot 83 828 12 108 94 G 1254 Lot 83 829 20 98 90 F 1255 Lot 82 834 12 104 93 C-1 1256 Lot 82 836 17 ill 96 G 1257 10/11/78 Lot 81/Tr29053 840 12 105 91 G 1258 Lot 81 841 12 108 93 G 1259 Lot 80 843 11 101 93 C 1260 Lot 80 844 12 105 91 G 1261 Lot 79 845 12 105 91 G 1262 Lot 79 846 16 107 93 C Lot 78 844 12 108 94 G1263 1264 Lot 78 847 15 107 93 G 1265 Lot 77 842 12 104 92 C-1 1266 Lot 77 845 14 105 92 C 1267 Lot 76 838 15 105 92 G 1268 10/12/78 Lot 75/Tr29053 827 14 98 90 C Lot 75 829 20 104 95 C1269 1270 Lot 74 814 16 102 93 C 1271 Lot 74 815 10 98 90 C 1272 1273 Lot Lot 73 73 806 807 1.0 12 99 103 90 94 C C 1274 Lot 64 827 15 105 90 G 1275 Lot 64 829 12 106 9.2 G 1276 Lot 65 828 16 104 90 G - 1277 Lot 65 828 19 99 91 F 1278 Lot 66 827 12 103 94 C Lot 66 828 19 102 93 C1279 1280 Lot 67 826 9 104 90 G 1281 Lot 67 827 12 106 92 G 1282 Lot 72 790 8 101 92 C 1283 Lot 72 789 12 102 93 C-1 1284 Lot 71 792 10 100 92 C 1285 Lot 71 791 12 105 91 C 1 O UE.'Aadall & Associat TABLE Z W. 0.605D COMPACTION TEST RESULTS Dry Relative Test Date Elev. Moisture Density Compaction soil No. of Test Test Location feet) (% dry weight) pcf) Type. 1286 10/12/78 Lot 70/Tr29053 798 7.3 103 92 C 1287 Lot 70 797 9 103 94 C-1 1288 Lot 98 716 16 93 88 A 1289 Lot 98 720 15 96 89 C-1 1290 Lot 98 718 15 96 91 A 1291 Lot 99 700 15 91 87 A 1292 Lot 98 700 16 91 87 A 1293 Lot 100 694 17 94 88 A 1294 Lot 98 693 23 113 98 G 1295 Lot 99 680 10 86 83 A 1296 Lot 98 716 18 99 90 E 1297 Lot 98 720 20 103 92 C Lot 99 100 16 102 91 C1298 1299 Lot 98 700 18 108 94 G 1300 Lot 100 694 15 97 92 A 1301 Lot 98 693 19 99 90 E 1302 Lot 99 680 19 104 90 G 1303 Lot 69 804 17 98 90 F 10/13/78 Lot 69/Tr29053 805 18 102 91 C1304 1305 Lot 68 806 12 99 90 C 1306 Lot 68 809 12 100 91 C Lot 41 807 13 105 91 G1307 1308 Lot 41 786 12 100 90 E 1309 Lot 42 790 20 102 90 C 1310 Lot 42 792 13 103 90 G 1311 Lot 43 792 17 103 92 C 1312 Lot 43 797 14 105 91 G 1313 Lot 44 795 14 110 95 G Lot 44 804 12 101 93 F1314 1315 Lot 45 804 15 104 90 G 1316 Lot 45 810 17 104 93 C-1 Lot 63 810 14 104 92 C-11317 1318 Lot 63 822 13 100 92 C 1319 Lot 63 825 16 102 91 C 1320 Lot 63 13 99 90 E 1321 Lot 62 16 99 90 E 1322 10/14/78 Lot 62/Tr29053 817 17 105 94 C-1 1323 Lot 62 817 16 102 91 C-1 1324 Lot 61 843 13 105 93 C-1 1325 Lot 60 843 19 104 92 C-1 1326 Lot 60 845 1.2 102 90 C-1 13271 Lot 46 845 17 104 90 G 1328 Lot 46 823 16 103 92 C 1329 Lot 47 825 16 103 91 C IS. E. Nledall Fc Associates, Inc. TABLE I Test No_ 1330 1331 1332 1333 1334 1335 1336 1337 1338 1339 1340 1341 1342 1343 1344 1345 1346 1347 1348 1349 1350 1351 1352 1353 1354 1355 1356 1357 1358 1359 1360 1361 1362 w. o. 605D COMPACTION TEST RESULTS Dry Relative Date Test Loc./ Elev. Moisture Density Compaction Soil of Test Tract No. Feet) Z dry wei-ht) pcf) M Type 10/14/78 Lot 47/Tr29053 823 12 106 91 G Lot 67 825 11 106 92 G Lot 69 825 12 103 92 C Lot 68 814 15 103 91 C Lot 68 809 15 104 92 C 10/16/78 Lot 40/Tr29053 787 11 100 91 C-1 Lot 40 787 10 99 90 C-1 Lot 40 789 14 102 90 C Lot 40 7,89 22 95 90 A Lot 43 817 14 98 90 C-1 Lot 44 817 12 99 90 C-1 Lot 45 817 12 99 90 C-1 Lot 45 817 13 101 92 C-1 Lot 73/Tr34160 855 14 102 90 C Lot 74 858 14 103 92 C Lot 75 862 14 98 90 C-1 Lot 76 864 15 103 92 C Lot 81 892 15 103 91 C Lot 82 898 14 102 91 C Lot 83 903 19 102 92 E Lot 73 865. 1.2 107 92 G Lot 74 865 15 103 91 C Lot 75 865 12 102 90 C Lot 76 870 12 102 90 C Lot 83 903 14 102 91. C Lot 48/Tr29053 840 19 100 90 E Lot 48 840 18 99 90 E Lot 61 841 15 98 90 C-1 Lot 60 842 20 103 91 C Lot 57 841 16 97 91 A Lot 57 841 10 103 91 C Lot 58 842 14 103 91 E; Lot 58 841 18 98 90 F L. E-. P33d iIl 24 Associalas, Inc. TABLE l N. 0' 605D COMPACTION TEST RESULTS Dry Relative Date Test Loc./ Elev. Moisture Density Compaction Soil of Test Tract No. Feet) (% dry weight) pcf) Y) Type 10/17/78 Lot 73/Tr34160 875 13 103 91 C Lot 74 875 17 105 94 C Lot 75 875 12 99 90 C Lot 76 875 15 108 93 G Lot 81 895 9 102 91 C-1 Lot 82 903 18 100 90 E Lot 83 907 12 100 91 C-1 Lot 64/Tr29053 828 10 100 91 C-1 Lot 60 828 18 106 94 C Lot 69 828 12 109 94 G Lot 64 830 12 103 92 G Lot 64 830 16 102 90 G Lot 63 830 19 101 91 E Lot 63 830 18 101 91 E Lot 63 830 15 101 91 E Lot 59 830 15 100 91 E Lot 64 830 20 101 91 E Lot 63 830 14 100 92 C-1 Lot 63 830 16 102 93 C-1 Lot 59 830 19 101 92 E Lot 59 843 16 97 91 A Lot 58 844 15 98 92 A Lot 59 846 17 98 92 A Lot 59 846 15 104 92 C Lot 58 IN 845 14 97 91 A 10/18/78 Lot 64/Tr29053 833 13 102 91 C Lot 64 833 13 104 92 C Lot 64 833 16 98 90 F Lot 63 833 15 99 90 C-1 Lot 63 833 14 102 90 C Lot 63 833 16 102 90 C Lot 63 833 17 106 94 ..;._ C: Lot 63 833 19 102 91 C Lot 63 833 18 102 91 C Lot 59 833 20 103 91 C Lot 64 836 16 101 92 C Lot 64 836 18 101 91 C Lot 64 836 17 102 91. C Lot 63 836 19 100 90 E L. 1, Madail & Associales, Inc. TABLE I W- 0. 605D CONTPACTION TEST RESULTS Dry Relative Date Test Loc./ Elev. Moisture Density Compaction Soil of Test Tract No. Feet) (% dry weight) cf) Tae 10/18/78 Lot 63/Tr.29053 836 21 100 90 F Lot 63 836 19 101 91 E Lot 63" 836 13 104 90 .. G Lot 63 836 13 103 94 C Lot 64 836 19 102 92 E Lot 63 836 17 102 92 E Lot 60 838 16 97 91 A Lot 59 838 14 101 91 E Calm Brook 838 17 96 90 A Lot 59 838 13 101 91 E Lot 64 838 14 98 90 F 10/19/78 Lot 64/Tr29053 840 19 101 91 E Lot 64 840 14 100 91 C Lot 64 840 14 104. 90 G Lot 63 840 14 101 90 C-1 Lot 63 842 18 103 91 C-1 Lot 63 842 19 101 91 E Lot 63 842 18. 99 91 F Lot 63 844 14 102 93 C Lot 64 844 20 101 91 E Lot 64 844 19 99 90 E Lot 28 844 14 105 91 G Lot 27 844 16 100 91 C Lot 26 843 17 1.04 92 C-1 Lot 25 842 16 99 90 E Lot 24 837 14 104 92 C-1 Lot 23 834 13 100 91 C Lot 23 834 12 103 94 C Lot 22 830 14 101 93 C Lot 20 846 20 103 91 C-1 Lot 20 846 16 108 93 C Lot 63 823 14 100 91 _. E. Lot 62 821 14 100 92 F Lot 61 824 13 99 90 F Lot 59 846 16 99 90 F Lot 59 845 15 104 90 G Calm Brook 843 14 104 90 G Lot 28 843 14 99 90 F IS. E. iNedall & rssocialas, Inc. TABLE 1 id. o. 605D COiTACTION TEST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) "(% dry weight) pcf) Tyne 1440 10/20/78, Lot 27/Tr29053 847 20 100 91 E 1441 Lot:27 846 19 102 91 C-1 1442 Lot 25 846 19 99 91 F 1443 Lot 25 843 16 102 93 C 1444 Lot 24 839 16 101 92 C 1445 Lot 23 836 16 108 93 G 1446 Lot 22 836 15 97 90 F 1447 Lot 22 832 20 99 90 E 1448 Lot 24 832 14 108 93 G 1449 Lot 40 839 14 96 91 G 1450 Lot 38 185 15 102 93 C 1451 Lot 37 779 14 98 91 F 1452 Lot 36 781 16 103 91 C-1 1453 Lot 36 793 13 99 91 C 1454 Lot 36 793 12 102 93 C 1456 1455 Lot Lot 43 44 792 800 15 12 100 104 91 95 C C 1457 Lot 44 06 17 101 90 C-1 1458 Lot 45 813 14 101 92 C 1459 Lot 39 812. 19 102 92 E 1460 Lot 30 840 17 101 91 E 1461 Lot 31 840 15 99 90 C Lot 45 840 15 99 90 C1462 1463 Lot 72 840 13 100 91 C 1464 10/23/78 Lot 72/Tr29053 794 16 102 92 E 1465 Lot 71 795 16 103 90 C 1466 Lot 71 796 15 99 91 C 1467 Lot 70. 797 17 101 92 E Lot 70 802 17 102 92 E1468 1469 Lot 69 804 15 105 92 G 1470 Lot 68 809 18 100 91 E . 1471 1472 Lot Lot 64 64 813 843 18 17 101 101 90 92 E 1473 Lot 64 843 19 101 90 C-1 1474 Lot 63 843 14 103 94 C 1475 Lot 63 843 16 102 92 E 1476 Lot 63 843 16 101 91 E 1477 Lot 64 843 16 101 92 C 1478 Lot 64 843 15 102 94 C 1479 Lot 63 843 15 103 94 C 1480 10/24/78 Lot 64/Tr29053 865 14 109 95 G 1481 Lot 64 865 9 104 90 G 1482 Lot 64 867 12 104 90 G 1483 Lot 63 867 1.2 102 93 C 1484 Lot 63 869 3.8 99 90 E 1485 Lot 63 869 5 104 90 G 1486 Lot 59 871 14 94 90 B 1487 Lot 59 871 18 101 91 E L. WE. i'AedaH 2t AssociaZes, Inc. TA13LL I W. 0. 605D COMPACTION "LOST RESULTS Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract Fo. Feet) j( cf) Ty e 1488 10/24/78 Lot 64/Tr29053 873 12 100 92 C Lot 64 873 11 100 91 C1489 1490 Lot 27 828 18 101 91 E 1491 Lot 27 828 19 101 93. E 1492 Lot 26 830 18 101 91 E 1493 Lot 25 830 19 102 91 C-1 1494 Lot 24 832 22 105 93 C-1 1495 Lot 23 832 19 101 91 F. 1496 Lot 22 834 19 102 92 E 1497 Lot 23 " 834 17 103 91 C-1 1498 Lot 25 836 17, 101 91 E' 1499 Lot 26 836 21 102 90 C-1 1500 Lot 70/Tr34160 FG 16 100 92 C 1501 Lot 69 FG 14 97 91 A 1502 Lot 68 FG 11 101 92 C 1503 Lot 67 FG 15 108 93 G 1504 Lot 66 FG 14 104 90 G 1505 Lot 65 FG 16 98 91 F 10/25/78 Lot 64/Tr29053 875 18 100 91 E1506 1507 Lot 64 875 16 102 92 E 1508 Lot 63 877 16 104 93 C-1 1509 Lot 63 877 14 10.1 92 C 1510 Lot 64 879 19 103 91 C-1 1511 Lot 63 879 20 100 91 E 1512 Lot 63 881 15 103 94 C 1513 Lot 64 881 13 101 92 C 1514 Lot 59 883 15 100 90 E 1515 Lot 63 883 18 102 90 C-1 1516 Lot 54/Tr34161 888 16 103 91 C-1 1517 Lot 53 " 892 1.4 109 96 C-1 1518 Lot 76/Tr34160 888 15 105 93 C-1 1519 Lot 76 890 14 100 90 E 1520 Lot 81 " 905 18 98 90 F-: :,. 1521 Lot 82 834 11 91 82 E 1522 Lot 83 918 16 100 92 F Lot 83/Tr34160 918 13 104 92 C1523 1524 Lot 52 900 16 105 93 C-1 1525 Lot 51 900 16 105 9.3 C-1 S. E. l'Aadall & Associales, Inc. TABLE I W- 0. 605D COMPACTION TEST RESULTS 1 Dry Relative Test Date Test Loc./ Elev. Moisture Density Compaction Soil No. of Test Tract No. Feet) dry weight) pcf) Type 1526 10/26/78 Lot 64/Tr29053 885 18 104 92 C-1 1527 Lot 64 885 12 104 90 G Lot 63 887 17 103 92 C-11528 1529 Lot 63 887 16 101 92 E 1530 Lot 63 890 16 101 92 C 1531 Lot 59 890 19 101 91 E 1532 Lot 64 892 15 102 93 C 1533 Lot 64 892 12 102 93 C 1534 Lot 63 896 19 100 91 E 1535 Lot 63 898 17 101 92 E 1536 Lot 74/Tr34160 880 19 99 90 E 1537 Lot 75 880 18 101 91 E 1538 Lot 76 883 17 100 90, E 1539 Lot 82 883 14 104 90 G 1540 Lot 82 883 20 101 91 E 11541 10/29/78 Lot 75/Tr34160.885. 17 99 90 E 1542 Lot 74 885 18 100 91 E 1543 Lot 74 887 16 104 92 C-1 1544 Lot 75 887 16 102 93 E 1545 Lot 75 887 17 103 91 C-1 1546 Lot 33 FRG 15 106 94 C-1 1547 Lot 31 2 15 104 90 G 1548 Lot 32 2 16 105 93 C-1 1549 Lot 31 FRG 14 105 91 G 1550 10/30/78 Lot 55/Tr29053 895 13 103 91 C-1 1551 Lot 54 " 895 14 105 91 G 1552 Lot 53 887 13 101 90 C-1 1553 Lot 58 887 16 102 91 C-1 1554 Lot 55/Tr29053 887 15 101 91 E 1555 Lot 55 889 17 99 90 C 1556 Lot 54 889 14 99 90 C-.: 1557 Lot 54 888 13 96 91 B 1558 Lot 53 888 14 92 90 C 1559 Lot 58 889 13 98 93 B 10/31/78 Lot 5O/Tr34161 898. 12 101 92 Lot 49 902 13 103 94 Lot 48 906 16 99 90 Lot 48 910 20 108 96 Lot 79 915 15 104 90 Lot 80/Tr 34160 917 15 99 90 Lot 82 " 920 12 105 91 C C C C-1 G C G IS. E. INadail & ASS0CIltZ3, 1nC. TABLE 1 COMPACTION TEST RESULTSW. 0. 605D Dry Pelative Date Test Loc./ Elev. Moisture Density Compaction Soil of Test Tract NO. Feet) 7 dry 10/31/78 Lot 82/Tr34160 923 16 101 92 C Lot 53/Tr29053 883 18 105 95 C-1 Lot 53 885 16 104 92 G Lot 54 " 887 20 102 91 C-1 Lot 54 " 887 9 109 95 G Lot 55 873 19 102 91 C-1 Lot 55 875 19 101 90 C-1 Lot 55 878 18 100 91 E 11/l/78 Lot 62/Tr 34160 890 12 101 90 C-1 Lot 62/Tr34160 890 13 105 91 G Lot 61 894 13 104 90 G Lot 61 894 18 104 93 C-1 Lot 60 900 20 104 93 C-1 Lot 60 900 16 105 91 G Lot 59 910 19 103 92 C-1 Lot 59 910 14 105 91 G Lot 58 915 13 105 91 G Lot 58/Tr34160 915 21 101 90 C-1 Lot 62 893 12 102 93 C Lot 62 893 16 105 93 C-1 Lot 61 897 .. 14 104 90 G Lot 61 897 16 103 91 C-1 Lot 60 903 20 101 90 C-1 Lot 60 903 15 102 93 E Lot 59 912 15 102 93 C Lot 59 912 16 104 90 G Lot 58 917 18 103 91 C-1 Lot 58 917 22 103 91 C-1 11/2/78 Lot 62/Tr34160 895 12 103 92 C Lot 62 895 7 100 91 C Lot 61 899 19 104 93 Lot 61 ". 899 14 101 90 C-1 Lot 60 905 15 104 90 G Lot 60 905 16 103 94 C Lot 59 914 16 103 94 C Lot 59 914 14 103 94 C Lot 56 ". 918 15 104 90 G Lot 58 918 15 106 92 G Lot 84 888 16 108 96 C-1 Lot 84 888 17 105 93 C-1 Lot 85 895 14 107 93 G Lot 85 895 15 105 91 G Lot 86 900 16 104 90 G IS. ;Aedail a Associates, Inc. TABLE. 1 W. 0.605D COMPACTION TEST RESULTS Dry Relative Date Test Loc./ Elev. Moisture Density Compaction Soil of. Test Tract No. Feet) dry aei t;t) 1 cf) one 11/2/78 Lot 86/Tr34160 900 14 105 91 G Lot 87 11915 16 101 92 C Lot 87 915 12 100 90 E Lot 88 925 19 101 90 C-1 Lot 88 925 16 108 93 G Lot 85 896 16 98 90 F Lot 84 892 15 100 91 C Lot 86 905 15 99 90 C Lot 85 898 13 99 90 C Lot 57 906 17 101 90 C-1 11/3/78 Lot 84/Tr34160 900 13 98 90 C Lot 84 900 12 100 91 C Lot 85 899 9 103 90 G Lot 85 899 16 102 93 C Lot 86 915 9 102 93 C Lot 86 915 11 102 93 C Lot 87 917 10 100 92 C Lot 87 917 18 102 90 C-1 to Lot 88 927 12 100 91 C Lot 88 927 14 101 92 C Lot 57 907 12 100 91 C Lot 57 908 14 100 92 C Lot 56 to 917 10 101. 92 E Lot 56 11917 13 100 91 C Lot 57 1.910 15 103 93 E t S. ^,i2dail 2 ssocia?zs, i>>c. 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Qa ri r-i r-i ri ri r-I H H H ri ri w W " H QPA Olf)d' O' ON 000 Map ri to W d' OJ ri ttt a mMmmmo0riri mmmmmmmmmmmmmmoo00 Nri rl ri ri ri r z "' O „ HF 0u 0Oa Ib00 d'N O Nm00 m W Ln V'MNrI OmM i ,n o w,nmmmmmmmmmmmm P 1P lJ lJ 4J-1W Ja 4J 4J JJ.V JJ-P -P 4J JJ-P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a l a a a a a a a a a a a a a a a a Li io r'o m Or- N Mq'In iOr Mn O riN in ,n Ln m m m ,n ,n ,n un io o o tf) O r--I rl r-I ri rl rl r-I ri r ri . 4 ri r1 r r ri rl rl GI I N N N N N N N N N N N N N N N N N N F N co r r Q N N r± ri TABLE II LABORATORY MAXIMUM DENSITY TESTS* Soil Maximum Dry Optimum Moisture Type Soil Description Density, pcf Content, % A Brown Silty Clay 117 15 B Brown Clavey Silt 105 21 C Brown Silty Clay 109 15 C-1 Brown Silty Clay 112 16 D Brown Sandy, Clayey Silt ill 17 E Brown Sandy Clay 11.0 17 F Light Brown Clayey Silt 114 17 G Orange Brown Silty Sand 115 15 H Red Brown Silty Sand 109 16 I Brown Silty Clay 105 22 J Brown Silty Clay 108 20 K Brown Siltv Clay 106 17 L Brown Silty Clay 1.02 22 A.S.T.M. D1557-70 Test Method S. E. Medal! & Associates, Inc. i W. O. 605D TABLr III ON -PAD UTILITY TRENCH BACKPILL RECOMMENDATIONS 1. SHALLOW TRENCHES (max. depth of trench 2 feet): use any soil approved by Soil Engineer compacted to 90%(1)` and tested by Soils Engineer; OR jet soil in, if back - fill Sand Equivalent exceeds 30 and probing by Soils Engineer; drainage required to dissipate water. 2. DEEP TRENCHES (depth of trench greater than 2 feet): use any soil approved by Soil Engineer, mechanically compacted to 90%(1) and tested by Soils Engineer; OR jet soil to top of conduit, if Sand Equivalent greater than 30, (probing required); mechanically compact remainder to 90%(1) testing required by Soil Engineer. NOTE: If trench depth exceeds 5 feet(2), placement/compaction method should be approved by the Soils Engineer. 3. TRENCHES UNDER VEHICLE PAVEMENTS: A minimum of 3 feet of caver. should be placed over conduit, apply criteria 2 above. 4. TRENCHES NEAR FOOTINGS: All back- fill. in shaded area must be mechan- ically compacted to 90%(1), Soil o Engineer to test and approve back- a: o•e. fill soil; Soil Engineer may approve A.`.v•9_o_:• jet backfill if drainage is avail- able.. Soil Engineer must approve 1 special design if conduit under footing. Notes: (1) Relative compaction, based on maximum dry density1attainedinASTMTestDesignationD1557-70. 2) Contractor should exercise necessary and required safety precautions in all trenching operations. 3) In order for us to provide a written opinion as to adequacy of soil compaction and trench back ill, the operations should be performed under our observation and testing. Ample notification is requested. 1 S. E. Nlser ll 3 Associates. Inc. SOILEROSION CONTROL RECOMMENDATIONS FOR SLOPE AREAS The fill and cut slopes for this project have been designed to minimize water -induced surficial erosion/sloughing, provided that permanent erosion control measures are initiated as soon as possible after completion of slope construction. However, all soil slopes will undergo some erosion when subject to sustained water application. To minimize long-term erosion, we have listed below some important points to be considered when planning, designing and installing/ implementing slope erosion control plans. 1. All berms, terrace drains and surface drain inlets should be properly maintained. A qualified Engineer should review any proposed additions or revisions to these systems, to evaluate their impact on slope erosion. 2. Local experience indicates that the upper 3 to 5 feet of slope soils may be subject to water -induced mass erosion. Therefore, a suitable proportion of slope plantings should have root systems which will develop well below 5 feet. We suggest consideration of drought -resistant shrubs and low trees for this purpose. Intervening areas can then be planted with lightweight surface plantings with shallower .root systems. In any event, lightweight, loco -moisture plantings should be used. 3. Construction delays, climate/weather conditions, and plant growth rates may be such that additional short-term, non - plant erosion control measures may be needed; examples would be matting, netting, plastic sheets, deep (5 ft) staking, etc.. 4. Major erosion can be initiated by seemingly insignificant events: rodent burrowing, human tresspass (foot prints) in damp areas, small concentrations of uncontrolled surface/subsurface water; or poor compaction of utility trench backfill on slopes. 5. High water content in slope soils is probably a major factor in slope erosion or slope failures. Therefore, all possible precautions should be taken to minimize soil moisture. Slope irrigation systems should be properly operated and maintained and system controls should be placed under strict control. 6. If completion of new slopes occurs during the rainy season, contingency plans should be developed to provide prompt temporary protection against major erosion/sloughi.ng. One method would be to place plastic sheeting over the slopes. If this is carefully coordinated with the Landscape Architect/Contractor, plantings might be placed prior to sheeting placement, thus minimize any delays in the plant growth program. I -SE S. E. Nlodail & Associates, Inc. We strongly recommend that a "team effort" be used to developed the erosion control program. The team should consist of the Civil and Soil Engineers, the Engineering Geologist, the Landscape Archi- tect/contractor and the Developer/Owner. To assist in developing a landscape program, we have listed below several references. Finally, we recommend that a "Slope Area Maintenance Manual" be developed by the erosion control team, for use by homeowners and their Associations. The above recommendations are intended for guidance purposes. Situations will vary and therefore, erosion control plans will differ. No guarantee is made as to performance, but we believe these recommendations meet the generally accepted standards of our profession at this time. Erosion Control References 1. "Slope Protection for Residential Developments", National Academy of Sciences, Washington, D.C. (1969) 2. "Guide for Erosion and Debris Control in Hillside Areas", Department of Building and Safety, City of. Los Angeles (1970) 3. "Slope Stability Report", Orange County Department of Building and Safety (1973) 4. "Guides for Erosion and Sediment Control", Soil Conversation Service, Davis, California, U.S. Department of Agriculture (1977) 5. "Rain -Care and Protection of Hillside Homes", brochure undated, published by Building and Safety Division, Los Angeles County Engineer. 6. "Guidelines for. Erosion and Sediment Control. Planning and Implementation", Office of Research and Monitoring, U.S. Environmental Protection Agency, (1972) 7. "Resource Conservation Glossary", Soil Conservation Society of America (1970) 8. "Standards and Specifications for Soil Erosion and Sediment Control Developing Areas", Soil Conservation Service, U.S. Department of Agriculture (1975) 9. "Homeowners Guide for Debris and Erosion Control", Los Angeles iCounty Flood Control District (undated) 10. "Grading Guidelines" (8 pages, stapled sheets), Building and Safety Division, Department of County Engineer, County of iLos Angeles (undated, but probably about 1977) II -SEi S. E. Medall & Associates, Inc. 1 ANAHE[M. TEST LABORATORY 173511k ORANGETHORPE PARK ANAHEW, CALIFORNIA 92801 PHONE (714) 871-8631 1 lo: ' S.E. NIEDALL -& ASSOCIATES 1 1 1 LOTS - 1 53-54 72-67 1 76-74 1 1 1 1 1 1 1 SOLUBLE SULFATE per Calif 417 A DATE: 11-21-78 P.O. No. Verbal Shipper No. 110 605 TR 34160 Lab, No. K-2407-1-3 Specification: Material: SO it - SOLUBLE SULFATE (PPM) 173 165 14o ANAUEuI ••r//E// Sp- I•u;oflA roR- tJ/ Jomev'A. K:mus, Chlel C emist ITOS.E. ^IEDALL 1 35 2 36 3 38 4 4o ANAHEIM TEST LABORATORY 1735th 0RANc;GTt10RPE PARE{ ANAHEIM, CALIFORNIA 92801 PHONE (714) 871-8631 SOLUBLE SULFATE per Calif 417 A 1- Loi ss,ss,65 2 Lois?b-`i - 3- ,4-9-s1 4 —Lois =1- 60, 64- DATE:1-16-79 P-O- No- Verbal Shipper No. wo 605 D (3416o ) Lab. No. K-2598-1-4 Specification: Material: Soil 107 ppm 132 198 152 ANAIII's11 TEST' L A110RATORY James W K ii'u, Chl: c,.. 1:1 LEGEND X 16 33 APPROX. LOCATION OF DENSITY TEST r' APPROX. LIMITS OF FILL STRIKE DIP OF BEDDING HORIZONTAL. BEDDING 80 JOINT ATTITUDE VERTICAL JOINT 7:6- FAULT ATTITUDE VERTICAL FAULT 14 9 ATTITUDES TAKEN DURING GRADING P CROSS SECTION BORINGS (DRILLED AT ORIGINAL GROUND SURFACE) BY MEDALL $ ASSOC. BY MEDALL ASSOC. 10-9-76 BY LAWMASTER & MERRILL BY LOCKWOO D SINGH PITS (DUG AT ORIGINAL GROUND SURFACE'-) BACKHOE DOZER COMPACTED FILL PUENTE FORMATION P,LA-rE + W.O. 60 5 Z7 1 Job Address or Tract No L_ I I J COUNTY OF LOS ANGELES DEPARTMENT OF COUNTY ENGINEER BUILDING AND SAFETY DIVISION SUPERVISED GRADING INSPECTION VERIFICATION To be filed in duplicate at the local Building and Safety Office) Tram 'i*alrn Locality p'amond Rar Permit No. Owner iliamnnri Ri e-rA Tnint• Vpnl'n rp _Contractor ROhpr{- F. Fult-nn A) ROUGH GRADING VERIFICATION XI BY SOILS ENGINEER I verify that the earth fills placed on the folloring lots were installed upon competent and properly prepared base material and compacted under my supervision in compliance with requirements of Building Code Section 7010. I further verify that where the report or reports of an engineerin geologist, relative to this site, have recommended the installation of buttress fills or similzr stabilization measures, such earthwork construction has been completed in accordance with the approved design. Fill slope surfaces have been compacted in accordance with my recommendations. Sub -drains have been provided where required. LOT NOS. 49 _ 100 See report dated February 1, 1979 for compaction test data, recommended allowable soil bearing values and spec recommendations. EXPANSIVE SOILS (YES) (NO) LOT NOS, 49-52, 67-73 85-100 BUTTRESS FILLS (YES) (NO) LOT NOS. _ 8 1-8 4 Remarks: Engineer :cu 77 Ri i/ c /Reg. NoR.C.E.26092 Date 2/1/79 Signature)L FERKNDO ARAGON BY SUPERVISING GRADING ENGINEER I verify that rough grading of the lots listed below has been completed under my supervision and in conformance with plans therefor marked "APPROVED" by the County of Los Angeles. The work verified as correct includes: grading to approximate final elevations; staking or property lines; location and gradient of cut and fill slopes; ,location, cross -sectional configuration and flow -line gradient of drainage swales and terraces (graded ready for paving); berms installed where indicated; and required drainage slopes provided on building pads. LOT NOS. Complete one of the following: OAs -built plans have been prepared Latest plan revision date _ County approval date 0 Remarks: There have been no changes in design subsequent to permit issuance. Engineer Reg. No. Signature) FINAL GRADING VERIFICATIONI Date I verify to the satisfactory completion of grading in accordance with the approved plans. All required drainage devices have been installed; slope planting established and irrigation systems provided (where required); adequate provisions have baen made for drainage of surface waters from each building site; and included herewith, if required, is evidence of an effective rodent control program. LOT NOS. Remarks: Engineer Reg. No. Signature) DEPARTVE1'T USE 0117,Y: Report approved by: Items approved: Tract N0. A - Lot Rmtbera I3 - Lot Numbers C - Lot Rl bzrs Oils Report Dated Reirarks: 1'enm:t No. Data Title pate Approved by Date Date 13SCR-00c1/9/75 Rovised n I RSSUtASD AREA rA(ULAi tQNs c iP Suif2FK9- i.ctry Tf1E S t RR / 'r' ACT?IE WEDGE AREA = 4.68 Lf- . O SG, Pr FART)i OuA Ke F=d RCE = (4150 ) (0 , 15) 2 pASSNE WEDGE i Afzr--A = 26 33. 5 SO, FT. VlEi64T = (26 33.5) CO. 1 Z) = 316. 0 E-ARrHQuA)cr= t SECTION P- P # IV 10 SLIP S(ARWCE SELOW TH)SFtc-AR kBy 0 Rss;araa $Rr:pu -DUs To F1.A TTER P.JAwNER CoNDt?sow QRrek.-rej SO' Rom see-mD- 4 I At rAssaMe= 4f= 0,30 1C5F 4>"_ F4oerff3VF LlMrT M0C-uZ,-=4 Si-NiZL-PL',A7A TO PLAT -a B- 9 S. I- Modell 8 Assodatas, Inc. Consultants in Mo Earth Scionces Z7A'W May 5L. BMn Ant Ca 212M, 471t1 S"460211221E. Awkpb 5... C"y of .Hein", Ca. l47N, al3) 0"-2313 DATE 12/114 / ; BY _ wa SCALE 1" , ,_,' W.O. &I t AssuMEo Foa-uRt i S-J CRI T14CA L REJ HT CI(fin(JJV i Zoo 12 , 2 FT120Cos ?2°(1,5Tctn1z1,-Tam a) Ar.EA AG1 tLRTtDNS sltp 1kFNC TMRUbe/,a Tom[ SiIFf'? kcv A IZ& A = s 0 4-c sG1. r- 2. PfK51JF i/E GE AREA L I E BELc>,y THb SNP'Y l AC rf Lv a> Alze Fi = S >, 3 a s6t . FT Z PttKivE WAG= At A = 3-9 15 .SGi. i=T. 6 SHEAR iGEY '' SOP SUPF- E FRk&Ilet THE srlefiR l . L,P SURF/i(E SELo«/ ri ic Shy eF`f 1 1 t i i I ii fi l 1 r i14 so SLIP !WJJZMCr THCou6N TreL- > z SLIP tURWE BEc.uw THE kol 12:7 C+s2f4°U.STan lit°- untc:)° `- ' 0 i CAC Lt LA TigN 5 I. .cT1./E WED6L- S _ RRLA = 75 sC2.FT. PAsslve wr=w,F f RFA = 6a sa PT fP SVPFo}c'= CELOW T7-E K&y i aC vt- W"c7 r- A = 9 74- sue. F-r 2 A IVF btI DG A+2 E A FT PLATE B - I 0 -L S. E. Msdall & Assoclatss, Inc. Consu/tsnts in the Earth Sciences IXM30. 9—n D... L- An9 11W C- 90066, 4233) i690" ram1606°. '4tl w4 S - — ^-a. c: 9?700. 1714) t773tE. lirhwd St . C,,v M t-d-- -. Ca 91796, (212) "a-2313 DATE 12/14/77 BY SCALE I 1 '' W. 0. Y s -. r SECTION C -C' Qfc J- 1-- Oro MASS/YE f- L BUTTRESS KEY_` SANDSTDNE T — - i7- \ Ti° Tp THlA/L BEDDED S1yV,, E \ SECT/ON G -G BATE 3 s J we _ .. 'tiy _ _. {h,r. 'r , ' •._ ,- 1 t - r,• '' J Y i:- iP,ASURiYACE $FLOW 'ZNL` KEY- - ': • `$cr,r:,_ n Po- Jl a1l.Sf /z G() ' s - _ `:.; ' . 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