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HomeMy WebLinkAboutCT 82-24; Sea Gate Village; Soils Report; 1985-11-27Grupe 18952 ORANGE COUNTY OFFlCE Development Company 17909 Fl%h MacArthur Blvd. - Suite 315 ,. - ,-, :, ,,‘, <" ix .,\: :, 10 3 "8' IW"., CA 92714-6097 V141863.9118 Irvine, CA. 92715 PACIFIC SOILS ENGINEERING, INC. LA. CO”NTY OFFlCE 1402 w. 240th street 7864 RAYTHEON ROAD. SAN DEGO. CALll=ORNlA 92111 ~~e~l+rbor cw, CA %l710-1307 TELEPHONE: v519, 560-1713 Kj,,hi #\‘si c213) 325-7272 or 775.6771 Attention: Subject: References: Gentlemen: This report presents geotechnical data and testing results pertain- CITY OF CJRLSS.ID November 27, 1985 Work Order 400011 Mr. Steve Howard, ENGINEERING DE!‘ARWE~iT. I Director of Construction ^. Project Grading Report for Sea Gate Village, Carlsbad Tract No. 82-24 in the City of Carlsbad, California 1) Certification of Building Pads 6 thru 9, incl. and Recreation Building Pad on Lot 14, Sea Gate Village, dated October 28, 1985, by Pacific Soils Engineering, Inc. 2) Seismicity Evaluation, Sea Gate Village, dated July 26, 1985, by Pacific Soils Engineering, Inc. 3) Geotechnical Review of Grading Plan, Foundation Plan and Specifications for Sea Gate Village, Carlsbad Tract No. 82-24, dated July 25, 1985, by Pacific Soils Engineering, Inc. 4) Preliminary Geotechnical Study, Sea Gate Village, 35 Acre Site, Paseo De1 Norte and Camino De1 Parque, dated January 29, 1985, by Pacific Soils Engineering, Inc. 5) Preliminary Soil Investigation, Pacific Point Planned Unit Development, dated July 8, 1974, by Soil and Material Testing Laboratory of North County, Inc. ing to the completion of earthwork for the Sea Gate Village project This grading was conducted during July through November of 1985. Data developed during project grading is summarized in the text of this report, on the enclosed grading plans (Sheets 1, 3 through 7 of 12) by Land Space Engineering Company, Table I and Table II. \' * ENGfNEERlNG DEPT LIBRARY City of Carlsbad 2075 Las Palmas Drive CarMa CA 92009459 '--.. : t i \\. Work Order 400011 ~'~ November 27, 1985 ;~ Page Two Also presented herein are the foundation, slab and retaining wall design recommendations based upon field and laboratory testing of as-graded,soil conditions. All cuts, fills and processing of original ground covered by this report have been completed under our inspection and/or accepted by this firm and are in compliance with the City of Carlsbad grad- ing code criteria. Completed work has been reviewed and is considered suitable for the construction now planned. All slopes are considered surficially and grossly stable and should remain so under normal conditions. Owing to the general cohesionless nature of the on-site earth mater- ials, graded slopes will be subject to ravelling and a fairly high erosion potential. Landscaping of all graded slopes should be accomp- lished as soon as possible. PACIFIC sOLa ENOINEEmINO. INC. Work Order 400011 Novemberzl~27, 1985 :>; Page Three ENGINEERING GEOLOGY Surficial Units Surficial units include a weakly developed soil, alluvium, collu- vium, terrace and the Lindavista Formation. Within fill areas and along cut/fill daylight the soil and colluvium were removed to mater- ials deemed competent for support of fill. Within alluvial areas along the perimeter fill slope below lots 12 and 13 partial removals were accomplished with a large backhoe. Removal depths varied be- tween 10 and 15 feet and the approximate limits of alluvium left in place are indicated on Sheets 3 and 7. Older more consolidated surficial units encountered during grading include a tan to medium brown terrace deposit and the reddish- brown Lindavista Formation. Upon removal of soil, colluvial cover and weathered materials, these units were suitable for support of compacted ,fill. The terrace unit occurs generally between elevations 35 and 90 and is composed primarily of a massive sand with interbedded silts. The Lindavista contact is mapped at approximate elevation 10~5 and is composed almost exclusively of a fine to medium silty sand. Both the terrace and Lindavista Formation are Quaternary in age. Bedrock Unit The bedrock unit on-site is assigned to the shallow marine Eocene Santiago Formation. The Santiago consists of a white to pale gray sandstone with frequent interbedded green to greenish-brown massive siltstone. L-.,.m..emI as..... e .!9#...-3I-.CC-.-.- .-.I Work Order 400011 November 27, 1985 page Four :~ Structure Three faults were mapped during grading and occur on lots 11 and 12. These faults are regarded as inactive. Outside of local cross- bedding in the sandstone units, on-site bedding is essentially hori- zontal with dips rarely exceeding five (5) degrees. Corrective Grading A stabilization fill and backdrain was constructed on a portion of the northwest facing slope on lot 11 below Sea Cliff Drive. The approximate limits are shown on Sheet 7. Key dimensions were fifteen (15) feet by one (1) foot by two (2) feet. Subdrains Canyon type subdrains were installed as reflected on the accompanying grading plans. Conclusions From an engineering geologic viewpoint, Tract No. 82-24, Sea Gate Village is considered satisfactory for the intended residential use. PACIFIC SOL= ENQINEERINQ, INC. Work Order 400011 November 27, 1985 Page Five SOIL ENGINEERING A. PROJECT GRADING 1. 2. 3. 4. Compaction test results are presented in Table I and approxi- mate locations of tests are shown on the accompanying grading plans by Land Space Engineering Company (Sheets 1, 3 through 7 of 12). Cleanout to in-place bedrock or material deemed competent for support of fill was accomplished in all alluvial/colluvial areas within the subject tract.. Prior to the placement of compacted fill, the exposed natural surface was scarified, watered as necessary and compacted in- place, suitable to receive fill. Fill consisting of the soil types indicated in Table I was then placed in thin lifts, watered as necessary and compacted in- place to a minimum of 90 percent of the laboratory standard utilizing self-propelled rubber-tired compactors and heavy earth moving equipment. Each fill lift was treated in a like manner. Fill placed on slope gradients steeper than S-horizontal to l-vertical was keyed and benched into bedrock. The upper soils were stripped and benched out on the shallower slopes in such a manner that all compacted fill is in contact with intact bed- rock. PACIFIC SOWS ENQINEERINQ, INC. Work Order 4dOOll November 27,~;1985 ~-- Page Six 5. 6. ." 7. 8. 9. All removals, excavations, canyon cleanouts and processing in preparing fill areas were observed by this firm's repre- sentative prior to placement of any fill. Based on those ob- servations, all fills are deemed to be supported by competent native soils, terrace material and/or bedrock. Compaction tests were taken for each one (1) to two (2) feet of fill placed. The maximum vertical depth of fill placed is on the order of 34 feet on lot 11, building number 29. The approximate maximum depth of fill on lots and individual,build- ing and garage areas is suxmnarized in Table II. The cut portion of transitional lots within structural areas was over excavated to a minimum depth of 36 inches and re- placed as compacted fill. Caps were placed on the following lots and buildings: lot 6 (buildings lland 12) and lot 8 {build- ings 16 and 18). The subdrains emplaced on this unit are as-built on the en- closed grading plans. The on-site drains consisted of non- perforated pipe, aggregate material and perforacted pipe. The majority of exterior fill slopes were built approximately on-grade and backrolled at four (4) foot vertical increments using a sheepsfoot roller. Upon grading completion, the slopes were trimmed to grade and compacted by track rolling or grid rolling. Most interior slopes were over filled and subsequent- ly trimmed back to the compacted core. PACIFIC BOILS ENQlNEERINQ, INC. -Work Order 400011 :-November 27, 1985 ..* Page Seven Finish slope surfaces have been probed and/or 'tested and the slopes are considered to satisfy the project requirements and grading codes of the City of Carlsbad. All~slopes should be planted as soon as practical and maintained for proper growth. The materials utilized to construct the fill slopes are gran- ular in nature and subject to potential erosion. As such, land- scaping and irrigation management are important elements in the long term performance. 10. Cut slopes were examined by an engineering geologist and are considered grossly and surficially stable. B. PROPOSED DEVELOPMENT The subject tract is scheduled for construction of 272 condominium units. One, two and three-story structures constructed with wood- frames and slabs-on-grade with continuous footings are proposed. Lots 13 and 14 are also programmed for recreational and leisure activities. C.' DE~SIGN RECOMXENDATIONS Material encountered in cut and utilized for compacted fill ranged from non to low in expansion potential. An evaluation of the post-grading soil conditions on a building area basis was conducted. That evaluation revealed predominantly non to low expansive materials exposed in the foundation areas of the building pads. PAClFlC SO&a ENQINEERINQ, INC. Work Order 400011 November 27, 1985 Page Eight Classification and expansion test results are 'presented as follows in Table A: Lot No. 1 2 3 4 5 6 7 8 9 10 11 12 TABLE A Expansion Bldg. Soil Type Index NOS. (%Sand,%Silt,%Clay) (UBC Table 29-2) 1 Clayey Sand .90 (55-14-31) 2&3 Clayey Sand 24 (69-14-17) 4&5 Clayey Sand 19 6&7 Sand 9 (82-9-g) 8&9 Sand 12 (80-g-11) 10,11,12 Clayey Sand 44 (62-11-27) 13 & 14 Clayey Sand 37 (65-16-19) 15,16,17,X8 Clayey Sand 28 19,20,21,22 Sand 12 (84-7-9) 23,24,25,26 Clayey Sand 26 (63-16-21) 27,28,29 Clayey Sand 48 (68-14-17). 30,31,32 Sand 26 (80-8-12) Expansion Potential (UBC 29-2) Medium LOW Very Low Very Low Very Low LOW LOW LOW Very Low LOW LOW LOW Based upon the data, all lows are considered to be very low to low in expansive potential except Building 1, which is medium in potential. Based upon the materials encountered in the foundation areas the following design is presented: PACIFIC 5OlLS ENQWEERINQ, INC. Work Order 400011 November 27, 1985 1. Footing Depth (minimum): 2. Footing Reinforcement: 3. Slab Reinforcement(min.): 4. Subgrade xoisture: EXTERIOR (ALL) 12-inches below lowest adjacent grade for one-story. 18-inches below lowest adjacent grade for two-story. 24-inches below lowest adjacent grade for three-story. INTERIOR (ALL) 12-inches below lowest adjacent grade for one and two-story. 18-inches below lowest adjacent grade for three-story. All continuous: two No.4 rebars; one on too and one on bottom EXCEPT BUILDING NO.l, which shall utilized two No.4 rebars at the top and two at the bottom. LIVING AREAS (ALL) 6"~6",No.10 x No.10 welded wire mesh or equivalent to be used. Utilize a 4-inch (nominal) thick concrete slab. Minimum of optimum moisture to a depth of 12-inches immediately prior to concrete placement. Otherwise no special require- ment EXCEPT BUILDING NO.l,which shall be presoaked to a minimum optimum moisture plus 5% by dry weight at least 48 hours prior to concrete placement. 5. ,Foundations may be designed based upon the following values: Allowable Bearing: 2000 lbs./sq.ft. Lateral Bearing: 310 lbs./sq.ft. at a depth of 12-inches plus 130 lbs./sq.ft. for each additional 12-inches embedment to a maximum of 2000 lbs./sq.ft. Sliding Coefficient: 0.41 The above values may be increased as allowed by code to resist transient loading conditions, such as wind.or seismic. Page Nine PACIFIC BOlLS BNQINEERINQ. INC. Work Order 400611 November 27/1885 '?A Page Ten Continuous footings shall have a minimum width of: 12-inches for one-story 15-inches for two-story 18-inches for three-story If exterior footings adjacent to drainage swales are to exist within three (3) feet horizontally of the swale, the footing should be,embedded sufficiently to assure embedment below swale bottom is maintained. Footings adjacent to slopes should be, embedded sufficiently that at least five (5) feet is provided horizontally from the bottom edge of footing to face of slope. 6. Garages: a) All garage slabs shall have a minimum thickness of four (4) inches (nominal). These slabs should ." contain control joints at approximately ten (10) foot spacing. b) Footing embedment and reinforcement shall be as re- commended for the structures. 7. Under-Slab Requirements: A lo-mil polyvinyl membrane (minimum) should be placed below all slabs-on-grade within 1iv:lng areas. This membrane- should be covered with a minimum of one-inch of clean sand to protect it and to aid in the curing of the concrete. a. Retaining Wall Design: Retaining walls or other structural walls should be designed with the following: a) Cantilevered retaining walls with a level backfill should be designed with an equivalent fluid pressure of 30 lbs./cu.ft. Retaining walls with a 2-horizontal to l-vertical slope superadjacent to them should utilize an equivalent fluid pressure of 55 lbs./cu.ft. Restrained walls with at rest pressures should utilize 80 lbs./cu.ft. in design. b) Foundations for retaining walls may be designed in accordance with reconnnendation of Paragraph C-5. PACIFIC SOL8 %NOINEEFI,NO. INC. iWork Order 400011 ":November 27, 1985 .~ :;- Page Eleven c) Retaining walls should be backfilled with free drain- ing materials (SE 30) and compacted to project specifications. Drainage should be provided to all walls. d) All footing excavations for retaining walls should be inspected by the project soil engineer or his repre- sentative. 9. Recreation Areas: SWIMMING POOL AREA DESIGN The facilities in this area should be de- signed in accordance with the previous criteria presented in this report. The swimming pool need not be designed for ex- pansive soils; however, a hydrostatic re- lief valve should be incorporated in the deepest portion of the pool if the pool is over six (6) feet in depth. TENNIS COURT AREA DESIGN For preliminary recommendations, the concrete tennis court should utilize a post-tensioned slab to minimize. possible cracks. Structures in this area, also shall be reinforced to withstand different movement. Once desilting facilities are removed and this area regraded, final re- commendations shall be presented. .a1 10. Exterior Slabs & Walkways: Weakened plane joints should be provided for walkways at approximately eight (8) to ten (10) foot intervals. Other exterior slabs should be designed to withstand shrinkage of the concrete. D. OTHER DESIGN AND CQNSTRUCTION CONSIDERATIONS 1. Positive drainage away from structures shall be provided and maintained. 2. Utility trench backfill shall be accomplished in accordance with the prevailing criteria of the City of Carlsbad. PACIFIC SOILS ENQINEERINQ. INC. Work Order 400011 November 27, 1985 Page Twelve 3. Seismic design should be based upon current and applicable building code requirements. 4. Chemical analysis testing has been conducted on selected samples of on-site soils. Laboratory tests indicates the on-site soils show no appreciable amounts of soluble sulfates and the use of sulfate resistant concrete is not required. - PACIFIC SOILS ENQINEER,NQ. ,NC. Work Order 400011 November 27, 1985 Page Thirteen This report presents information and data relative to the mass grad- ing and placement of compacted fill at the subject site. A repre- sentative(s) of this firm conducted periodic tests and inspected _ and observed during the progress of the construction in an effort to determine whether compliance with the project drawings, speci- fications and Building Code were being obtained. The presence of our personnel during the work progress did not involve any direct and technical advice and suggestions were provided to the owner and/or his designated representative based upon the results of the tests and observations. Completed work under the purview of this report is considered suitable for the intended use. Conditions of the reference reports remain applicable unless specifically superceded herein. Respectfully submitted, PACIFIC SOILS ENGINEERING, INC. Reviewed by: By: &/ A &L&d DOUGLIB$ DUNHAM, Staff Engineer REX P. KETTER, R.C.E. 15251 Executive Vice President By: Dist: (4) Addressee (1) Land Space Engineering Co.,Attn: Mr. Aleksandar Pantich (1) Sandy and Babcock, Attn: I4r. Greg Choy (2) City of Carlsbad, Attn: Mr. Bob Wojcik FAClFlC SOILS ENQINEERINQ. INC. :’ ; ,', Work Order 400011 ~; November 27, 1985 -<. TABLE I SOIL TYPE: Laboratory Maximum Density per ASTM:D 1557-70 (All Soil Types) Soil Type and Classification A- Red-Brown Sand (SW) 8.6 121.5 B- Gray-Brown Lean Clay (CL) 15.1 112.6 c- Gray-Brown Clayey Sand (SC) 9.3 124.2 D- Medium Brown Sand (SP) 8.7 130.8 E- Light Brown Clayey Sand (SC) 9.6 .,y. 128.5 F- Brown Clayey Sand (SC) 11.1 126.7 G- Red-Brown Clayey Sand (SC) 10.0 128.0 H- Gray-Brown Clayey Sand (SC) 9.2 128.2 ',Opt. Maximum Moist. Dry Density' (%I (lbs./cu.ft.) LEGEND Non-designated test - Test in compacted fill Elevation - ,Actual field elevation Test Location s- Indicates test in slope area R- Indicates Retest of previously - See enclosed grading plans (Sheets 1, 3 thru 7 of 12) failing test TEST TYPE All tests by Campbell Pacific Nuclear Test Gauge unless indicated by SC, which indicates test by Sand Cone Method PACIFIC SOILS ENQINEERINQ. INC. Work Order 400011 November 27, 1985 TABLE I Date of Test Test Elev. Moist.Cont. Dry Density Relative Soil Test Test No. Location (ft.) %(field) (lbs./cu.ft.) % Comp. Type Type 7-30-85 101 102 7-31-85 103 104 8-l-85 105 106 107 8-2-85 108 Lot 16 30.0 8.9 122.7 94 109 Lot 11 65.5 9.7 121.7 95 110 Lot 13 49.5 10.5 120.5 94 111 Lot 11 60.0 11.0 118.5 92 8-5-85 112 113 114 Lot 13 II Lot 11 36.5 8.2 119.6 53.0 11.5 117.3 65.5 10.8 119.4 91 91 93 8-6-85 115 Lot 16 32.5 8.5 120.5 92 116 Lot 15 30.0 8.1 118.1 90 117 Lot 13 38.0 8.9 124.7 95 8-7-85 118 Lot 13 38.5 8.8 121 .~4 93 119 II 61.5 11.3 122.9 96 120 I, 42.5 8.3 120.9 92 121 Lot 15 32.0 9.3 122.8 94 122 II 39.5 9.0 124.4 95 123 Lot 13 40.0 8.6 121-7 93 124 Lot 13 40.0 9.5 123.0 94 Lot 13 1, 45.0 8.9 120.7 38.0 9.4 123.5 92 94 Lot 13 45.0 10.2 118.7 92 11 46.5 9.8 119.9 93 Lot 13 Lot 16 II 56.0 31.5 34.0 .” 10.7 119.5 8.6 123.1 8.2 120.3 93 94 92 D D E E E D D D E E E D E E D D D D E D D D D D SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC PACIFIC SOILS ENQINEERINQ. INC. 8-8-85 125 Lot 15 35.0 9.1 120.6 126 92 D Lot 18 82.0 10.4 119.1 127 93 E Lot 13 63.5 11.0 116.4 128 91 E Lot 16 36.0 9.7 125.3 96 D 8-9-85 129 130 131 130R 131R 132 133 134 Work Order 400011 November 27, 1985 Lot 16 Lot 15 11 Lot 15 II Lot 13 II II 8-12-85 135 136 137 138 139 140 140R 8-13-85 141 Lot 13 41.5 9.0 122.2 142 II 43.5 8.8 124.3 143 Lot 12 48.5 11.5 116.8 144 Lot 16 46.0 11.9 116.3 145 II 47.0 11.2 119.4 146 Lot 13 47.5 11.2 111.2 146R II 47.5 11.4 116.9 147 Lot 15 45.0 11.7 117.7 8-14-85 148 149 150 151 152 153 154 38.0 9.5 122.8 96 E 36.0 6.5 114.9 89 E 37.5 5.9 113.3 88 E 36.0 9.3 117.4 91 37.0 E 9.9 119.7 93 E 65.0 10.8 120.9 94 E 66.0 10.2 119.5 93 E 67.5 10.1 120.0 93 E Lot 15 Lot 13 11 II Lot 16 Lot 15 11 39.5 9.8 125.5 70.0 10.2 123.8 71.5 7.6 123.0 72.0 7.8 123.6 41.5 10.7 119.1 42.0 9.3 112.3 42.0 9.9 117.3 Lot 13 48.5 8.5 120.9 Lot 15 47.5 10.9 115.0 Lot 13 49.5 12.0 116.7 Lot 12 50.0 9.4 124.6 Lot 15 46.5 11.0 117.5 Lot 12 59.0 9.9 120.9 Lot 13 49.0 9.4 119.0 TABLE I Cont. 98 E 96 E ii D D 93 E 87 E 91 E E D F 92 F 91 F 94 F 88 F 92 F 93 F 92 D 91 F 9'; F D 93 F 94 E 93 E PACIFIC SOILS ENQINEERINO. INC. Work Order 400011 November :27, 1985 ::j TABLE I Cont. 8-15-85 155 156 157 158 Lot 12 45.5 11.9 115.8 91 Lot 15 48.0 9.6 118.6 92 Lot 12 48.5 9.0 117.8 92 II 50.0 10.1 119.5 93 SC SC SC SC 8-16-85 159 Lot 13 51.0 11.2 119.5 94 160 Lot 12 51.5 11.0 116.8 92 161 II 55.0 11.8 118.2 93 8-19-85 :' 162 163 164 165 Lot 12 57.5 10.5 121.6 95 Lot 13 57.0 10.1 119.6 93 Lot 13 56.0 9.8 116.6 91 Lot 12 58.0 10.3 122.6 96 B-20-85 166 Lot 12 59.5 14.2 118.1 167 Lot 13 59.5 12.2 118.4 168 II 60.0 10.7 120.4 169 Lot 1 67.5 10.6 121.5 8-21-85 170 Lot 12 62.0 9.0 113.2 170R II 62.0 10.2 118.3 171 II 64.0 10.4 123.8 8-22-85 172 Lot 18 65.5 12.7 116.9 173 Lot 11 63.0 10.0 120.8 174 Lot 12 65.0 11.2 118.0 175 Lot 12 65.5 9.2 118.5 92 92 94 95 88 92 97 91 94 92 93 F E E E F F F G G G G G G G G G G G G G G G SC SC SC “SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC 8-23-85 176 Lot 11 66.0 8.8 120.7 92 D SC 177 Lot 2 7.50 9.5 122.2 93 D 'SC 178 Lot 12 67.0 9.0 122.0 93 D SC PACIFIC SOILS ENQINEERINO. INC. Work Order 400011 November 27, 1985 TABLE I Cont. 8-26-85 179 Lot 11 72.0 10.2 180 Lot 13 69.0 10.5 181 Lot 12 68.5 10.7 182s Lot 16 45.0 9.5 183s Lot 15 43.0 14.0 8-27-85 184 185 186 183s~ 187 8-28-85 188 189 190 191 8-29-85 192 193 194 195 196 B-30-85 197 198 199 200 9-3-85 201 202 203 204 204R Lof 12 Lot 13 Lot 11 Lot 15 Lot 10 Lot 11 Lot 2 Lot 13 Lot 11 Lot 11 II II II Lot 10 Lot 11 Lot 10 Lot 10 II Lot 11 Lot 10 II II ,I 122.6 96 120.1 94 119.6 93 119.9 91 112.9 86 SC SC SC SC SC 68.5 8.5 119.4 72.0 9.9 119.6 74.5 10.5 119.1 43.0 7.4 .: 117.4 92.0 7.5 126.6 93 G 93 G ;i G D 99 G 76.5 6.9 119.8 94 G SC 78.0 11.0 124.0 92 G SC 79.0 8.5 120.1 95 G SC 81.0 10.0 119.7 93 G SC 83.0 6.0 115.4 90 G SC 83.5 11.4 118.8 93 G SC 84.5 10.8 118.1 92 G SC 87.0 10.2 119.9 94 G SC 93.5 8.8 117.0 91 G SC 89.0 11.0 119.4 93 G SC 96.0 10.7 122.7 96 G SC 98.0 11.8 119.0 93 G SC 100.0 12.2 117.8 92 G SC 90.5 10.5 120.6 94 101.5 10.1 121.9 95 103.5 9.8 118.0 92 106.0 6.1 111.9 87 106.0 9.5 117.7 92 PACIFIC SOILS ENQINEERINO, INC. Work Order 400011 November 27, 1985 TABLE I Cont. 9-4-85 205 206 207 208 209 Lot 1 Lot2 Lot 11 Lot 10 II 72.0 9.2 115.6 82.5 11.3 121.2 92.0 10.8 120.3 108.5 10.3 120.4 111.0 11.4 118.9 E C G 94 G ;: G G 9-5-85 210 211 Lqt 11 Lot 11 Lot 10 " ., Lot 2 Lot 10 Lot 2 Lot 12 Lot 13 Lot 2 93.5 12.5 94.0 9.9 113.5 8.0 115.0 10.8 86.0 10.5 116.5 7.5 92.0 11.2 65.0 5.7 72.0 5.3 90.0 8.5 118.0 119.2 120.5 117.5 119.4 116.9 123.1 123.2 119.1 124.5 92 G 93 G 94 G 92 G 93 G ;6' G G 96 G 212: 213 214 215 216 217s 2185 219 9-6-85 220 221 222 223 224 Lot 1 Lot 10 Lot 2 II Lot 3 74.0 95.0 95.0 92.5 94.0 9.6 11.9 10.3 10.5 10.8 113.5 91 C 116.3 91 H 115.2 90 G 120.4 94 G 119.1 93 H 9-9-85 225 Lot 10 97.0 10.7 117.9 92 H 226 Lot 3 96.0 9.5 119.6 93 H 227 Lot 10 99.5 9.8 119.0 93 H g-10-85 228 riot 10 119.0 11.6 117.7 92 G 229 (1 121.0 10.9 120.6 94 G 230 II 101.5 10.1 118.8 93 G _ ,. Work 'Order 400011 _' November 27, 1985 ;:, TABLE I Cont. 9-11-85 231 232 233 234 9-12-85 235 236 9-13-85 237 238 239 240 9-16-85 241 242 243 244s 9-17-85 245 246 247 9-18-85 248 249 250 251 252 253 Lot 10 II Lot 3 II Lot 3 Lot 10 Lot 2 Lot 3 Lot 3 II Lot 3 II ,1 Lot 2 Lot 3 Lot 2 II Lot 9 11 II I, Lot 1 II 123.0 10.1 119.1 93 124.0 9.4 * 122.1 95 98.0 9.8 121.5 95 96.0 11.2 123.9 97 97.5 7.6 119.1 103.0 9.6 119.6 96.5 99.5 98.5 104.5 10.3 11.5 10.7 11.1 120.4 94 117.8 92 123.8 97 118.6 93 105.5 8.7 122.1 95 108.0 10.4 119.2 93 109.0 11.9 117.0 91 93.0 9.5 118.0 92 108.0 9.8 118.8 93 84.5 10.0 123.3 96 88.0 10.8 120.4 94 149.0 10.4 121.6 95 138.5 10.6 119.5 93 140.0 9.3 118.0 92 142.0 9.7 119.9 94 80.5 12.7 117.8 92 82.0 11.4 119.2 93 G G G H H H r; G G G G G G G G G G G G G G G G Work Order 400011 November 27, 1985 TABLE I Cont. 9-19-85 254 Lot 10 103.0 9.7 118.3 255 Lot 9 151.0 11.5 119.4 256 Lot 9 151.0 6.0 103.6 256~ 11 151.0 10.3 120.4 257 Lot 3 111.0 11.0 120.8 258 11 113.5 11.8 118.8 259 Lot 18 91.5 5.8 105.3 259R II 92.0 8.5 116.1 260 Lot 10 126.0 9.5 118.0 261 II 105.0 9.1 119.5 g-20-85 262 263 264 265 266 267 268 9-23-85 9-24-85 269 270 271 272 273 274 275 276 9-25-85 277 Lot 7 171-5 278 Lot 6 171.0 279 Lot 7 172.5 Lot 3 II Lot 1 84 Lot 10 II II Lot 10 II Lot 7 II Lot 7 11 Lot 18 Lot 8 102.0 10.7 119.6 100.5 8.6 118.3 76.0 9.9 113.5 85.0 10.0 119.0 106.5 10.4 118.3 108.5 11.1 121.5 109.0 9.2 117.0 125.5 111.0 171.5 169.0 10.8 1x 10:7 122.9 96 118.3 92 119.5 93 121.2 95 168.5 170.5 173.5 175.0 11.1 11.2 12.2 11.4 10.5 10.0 11.1 120.5 122.8 119.8 121.2 121.0 119-5 119,l ..I 92 G 93 G 81 G z4" .G G SC 93 G SC 82 G SC 91 G SC 92 G SC 93 H SC 93 92 91 93 92 95 91 94 96 zi 95 93 93 G G C G G G G G H G G G G G G G G G I^-.-.- ^_.. ^ --.-.-.--- .-.- .--- Work Order 400011 November 27, 1985 TABLE I Cont. 9-26-85 280 Lot 10 112.0 281, m 104.5 282 Lot 18 93.0 283 Lot 6 174.0 284 " 172.5 9-27-85 7.0 120.0 94 10.1 117.8 92 9.3 118.7 93 12.3 127.2 99 13.4 119.8 94 285 Lot 8 167.0 286 " 168.5 287 31 167.5 ." g-30-85 12.1 119.6 93 11.7 120.7 94 11.2 122.0 95 288 Lot 3 104.5 289 n 102.5 290 Lot 10 127.0 291 tl 117.5 lo-l-85 10.8 10.6 8.5 9.0 118.9 93 121.6 95 120.1 94 118.1 92 292 Lot 8 169.0 10.4 119.6 93 293s belowSeaCliff 94.0 9.3 116.2 91 10-4-85 294 Lot 6 176.5 10.8 120.4 94 295 II 174.5 11.2 121.2 95 296 Lot 7 173.5 9.8 118.9 93 297 II 174.5 10.3 122.3 96 H H H G G G G G G G G G G G G G G G SC SC SC SC SC SC SC SC SC SC SC 10-7-85 298 Lot 8 169.5 10.5 125.2 98 G SC 299 n 172.0 11.3 123.8 97 G SC 10-14-85 300 Lot 11 65.0 9.2 301 t, 72.5 9.6 302 II 72.0 9.9 303 II 72.5 9.4 115.9 116.9 115.3 117.6 93 C SC 94 C SC ;s C SC C SC PACIFIC SOILS ENOINEERINO. INC. Work Order 400011 November 27, 1985 TABLE I Cont. 10-18-85 304 305 306 307 308 309 310 10-19-85 311 312 313 314 10-21-85 315 316 317 Lot 11 11 1, 85.5 10.5 87.0 10.3 87.5 10.5 121.2 118.8 119.1 95 G 93 G 93 G 10-22-85 318 Lot 11 89.0 9.9 116.5 319s Lot 11 82.0 12.0 115.6 94 C 90 G 10-23-85 320 Lot 11 91.5 9.9 113.2 91 C 321 II 93.0 7.5 118.5 95 C 322 II 93.5 9.5 114.8 92 C 323 II 95.5 10.0 116.0 93 C 10-25-85 324 325 326 Lot 8 149.5 10.2 120.9 II 151.5 10.5 122.7 II 153.0 10.0 121.7 I, 155.5 9.8 118.7 II 157.0 9.5 117.8 II 159.5 10.4 119.9 II 159.0 10.2 119.2 II 160.5 10.0 119.6 94 G 96 G 95 G 93 G SC 327 328 329 330 331 Lot 8 II II Lot 11 II II II Lot 11 11 II II 174.0 175.5 177.0 74.5 76.5 78.0 80.0 10.2 10.7 10.4 1::: 12.1 11.0 119.4 119.9 119.0 114.5 120.1 116.9 119.6 82.0 9.4 118.1 84.0 9.9 119.0 86.5 10.1 120'.8 84.0 9.2 115.9 93 G SC 94 G SC 93 G SC 92 C SC 94 G SC 91 G SC 93 G SC 92 G SC 93 G SC 94 G SC 93 C SC 92 G SC 94 G SC 93 G SC 93 G SC PACIFIC: =OlLB ENOINEERINO. INC. Work Order 400011 November 27, 1985 TABLE I Cont. 10-26-85 332 333 334 335 336 10-28-85 337 338 339 340 341 342 10-29-85 343 344 345 346 347 348 349 10-30-85 350 351 352 353 354 355 10-31-85 356 357 358 359 360 Lot 7 & 8 162.5 Lot 8 163.0 Lot 7 & 8 164.0 Lot 8 165.5 Lot 8 167.0 123.0 125.0 126.5 128.5, 131.0 132.5 Lot 17 II II II II II Lot 17 II II 11 II II II Lot 17 II II II II II Lot 17 ,I 11 Lot 7 Lot 17 134.0 11.1 123.9 97 G SC 134.5 12.0 118.3 92 G SC 136.0 10.1 120.5 94 G SC 138.0 10.8 118.5 93 G SC 139.0 11.4 119.0 93 G SC 141.0 10.3 123.3 96 G SC 141.0 10.2 120.2 94 G SC 138.5 11.4 117.9 141.5 11.0 123.8 144.0 10.7 118.6 145.5 12.5 116.9 148.0 10.3 120.8 151.0 10.0 117.5 153.5 10.5 123.0 96 G SC 155.0 10.8 120.1 G SC 157.0 9.7 119.4 zi G SC 161.0 10.1 118.5 93 G SC 159.5 11.8 117.0 91 G SC 10.7 122.2 95 G SC 13.8 116.9 91 G SC 12.4 118.8 93 G SC 11.0 123.1 96 G SC 9.9 120.4 94 G SC 9.8 116.7 10.7 119.6 11.5 119.3 9.5 116.1 10.9 121.2 10.5 120.8 91 G SC 93 G SC 93 G SC 91 .G SC 95 G SC 94 G SC 92 G SC 97 G SC 93 G SC 91 G SC 94 G SC 92 G SC PAEILIC PO11~9 4zNcs,muEPl,nl” InIP Work Ordeti~~ 400011 November 2i 1985 ^,. TABLE I Cont. 11-1-85 361 362 163.0 10.0 120.3 94 G SC 153.0 10.7 122.3 96 G SC 11-2-85 363 364 131.5 11.4 119.0 134.0 10.2 120.7 9’2 G SC G SC 11-4-85 365 366 .' 367 368 369 370 371s 372 373 Lot 7 Lot 9 Lot 9 II Lot 7 II II Lot 9 Lot 9 II Lot 9 II II Lot 9 1, II II 162.0 163.0 164.5 134.5 136.0 138.0 150.0 140.5 142.0 137.5 129.5 142.0 144.0 Lot 7 & 8 165.5 11.0 117.4 92 G SC 11.3 117.9 92 G SC 10.7 120.8 95 G SC 10.6 118.7 93 G SC 11-5-85 9.9 117.7 10.5 120.0 10.9 119.2 11.8 117.3 10.0 120.4 92 G SC 94 G SC 93 G SC 92 G SC 94 G SC 11-6-85 374 375 376 377 378 9.8 116.5 91 G SC 11.2 120.3 10.7 118.9 z: G SC G SC 10.0 121.8 95 G SC 11.0 122.4 96 G SC 11-7-85 379 Lot 7 165.0 10.6 117.8 92 G SC 380 Lot 7 & 8 168.0 11.4 119.4 93 G SC 381 II 170.0 12.0 116.8 91 G SC 382 I, 172.5 10.4 120.8 94 G SC 11-B-85 383 Lot 7 & 8 174.0 10.9 118.0 92 G SC PA\cIFIC SOILS ENQINEERINQ. INC. Work Order 400011 November 27, 1985 TABLE I Cont. 11-9-85 94 93 G SC G SC 384 Lot 7 165.0 385 II 166.0 10.8 10.0 ?:8.9 11-12-85 386 11-13-85 387 388 11-14-85 Lot 8, 168.0 11.5 118.3 92 G SC Lot 9 146.0 10.9 120.6 ,I 144.0 11.2 122.0 94 95 G SC G SC 389 Lot 9 143.5 390s Lot 17 158.0 9.8 120.3 94 G SC 11.5 117.8 92 G SC 11-15-85 391s 392s Lot 17 160.0 10.8 Lot 9 137.0 10.5 119.0 119.5 G SC G SC 11-16-85 393s Lot 9 137.0 394s Lot 11 92.0 395 Lot 12 61.0 396 II 61.5 10.2 2: 9.5 118.4 92 G SC 116.9 94 C SC 122.6 96 G SC 120.7 94 G SC Work Order 400011 November 27, 1985 Lot No. Bldg.No. 1 2 2 1 2 3 4 2 7 8 1: 11 12 13 14 15 16 ii 19 20 21 22 23 24 25 26 27 28 29 30 ) 31 32 Rec.Area Rec.Area Open Space Open Space Open Space Streets 5 5 6 6 6 7 7 8 8 8 8 9 9 z 10 10 10 10 11 11 11 12 12 12 13 14 15 16 17 18 TABLE II MAXIMUM DEPTH OF FILL Amount of Fill (ft.) Amount of Fill (ft.) Building Area Garage Area 4.0 5.0 14.0 8.0 9.0 cut cut cut cut cut cut cut 10.0 7.0 6.5 cut cut cut cut 4.0 10.0 7.0 26.0 4.0 cut 13.0 24.0 11.5 34.5 20.5 9.0 26.5 26.0 cut N/A N/A N/A N/A 6.0 9.0 7.0 10.0 8.0 cut cut cut cut 5.0 cap cap 9.0 i:: cap 6.0 cap cut cut 6.5 1::"o 6.0 cut 11.0 11.0 15.0 31.5 13.5 8.0 20.5 N/A N/A N/A N/A N/A N/A N/A - Not Applicable PACIFIC SOlLS ENOINEEWNO, INC.