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HomeMy WebLinkAboutSoils Report SOILS INVESTIGATION FOR PROPOSED PHASE II RANCHO CALIFORNIA TOWN CENTER RANCHO CALIFORNIA, CALIFORNIA PREPARED FOR: LANDGRANT DEVELOPMENT 12625 HIGH BLUFF DRIVE, #2L2 SAN DIEGO, CALIFORNIA 92130 PREPARED BY: KETCHUM ENGINEERING, INC. 7818 QUEBRADA CIRCLE CARLSBAD, CALIFORNIA 92009 KETCHUM ENGINEERING, INC. KETCHUM ENGINEERING INC. April 25, 1989 7818 OUEBRADA CIRCLE, CARLSBAD L� CALIFORNIA 92009 (6 19) 944- 1836 LandGrant Development KE8687 12625 High Bluff Drive, #212 Report #37 Del Mar, California Subject: Updated Soils Report, Phase II, for Shops A,B,C, & D, Anchors 4, 5, 6, & 7, The Theater, The Three Story Office Building and Future Building Pads, 1, 2, & 3, Rancho California Town Center, Rancho California, California. Reference: Geotechnical Investigation by Ketchum Engineering, Inc. , Report #2 dated March 17, 1987. Gentlemen: We are pleased to present this updated soils report for the subject project. This study was performed in accordance with your request. The results of our field investigation and laboratory tests, as well as our conclusions and recommendations, are presented in the accompanying report. We appreciate this opportunity to be of professional service. If you have any questions, you are welcome to contact this office at your convenience. Respectfully submitted, QRQFESS/� KETCHUM ENGINEERING, INC. E. N. Ketchum RCE 26267 262.67 President Exp. 3/31/90 ENK/lk 9) submitted `rl9r��! ENGIN q��F 5) SGPA: Attention: David Tilton 0FCA11�O 3) Brian Paul 3)AMF Engineering KETCHUM ENGINEERING, INC. TABLE OF CONTENTS Page Introduction and Project Description 2 Purpose and Scope of Project 2 Three Story Building Field Investigation 3 Laboratory Testing 3 Findings 4 Site Description 4 Recommendations 4 Site Preparation 4 Earthwork Recommendations 5 Cut and Fill Slopes 6 Foundations and Concrete Slabs-on-Grade 6 Bearing Value 8 Pavement 9 Drainage 9 Limitations it ATTACHMENTS Plate 1 Vicinity Nap Plate 2 Site Plan Plate 3 Unified Soil Classification Plates 4-6 Boring Logs Plate 7 & 8 Consolidations APPENDIX Recommended Grading Specifications KETCHUM ENGINEERING, INC. KE8687 Page 2 SOILS INVESTIGATION FOR PROPOSED PHASE II FOR SHOPS A,B,C, & D ANCHORS 4, 5, 6 & 7, THE THEATER, THE THREE STORY OFFICE BUILDING FUTURE BUILDING PADS, 1, 2, & 3 RANCHO CALIFORNIA TOWN CENTER, RANCHO CALIFORNIA, CALIFORNIA INTRODUCTION This report presents the foundation recommendations and earthwork procedures for the subject buildings proposed for this subject site. The vicinity map for this project is presented on Plate Number 1. Plate Number 2 shows the site configuration topography and the building locations. To assist in the preparation of this report, we were provided with an unsigned and undated Rough Grading Plan, Phase II, that was prepared by NBS/Lowry. PROJECT DESCRIPTION This project is located at the north east corner of Ynez Road and Rancho California Road, County of Riverside, California. Development of this site is proposed to consist of constructing one story, wood frame and masonry structures for shops A through D, Majors 4 through 7 , and future pads 1, 2 , & 3 . The theater will most likely be a one and/or two story masonry or concrete tiltup structure. The proposed three story building is to be a steel frame building. All of the above structures are to have concrete slabs on grade. This structure is anticipated to have maximum uniform wall loads of about _3 . 5 kips per lineal foot and maximum column loads of approximately 200 , i_ps. PURPOSE AND SCOPE OF PROJECT The purpose of this report is to update the initial geotechnical report for the subject buildings. This report includes the following: a) Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive characteristics and settlement potential. KETCHUM ENGINEERING, INC. KE8687 Page 3 c) Develop soil engineering criteria for site grading. d) Determine potential construction difficulties and provide recommendations concerning these problems. e) Recommend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. THREE STORY BUILDING FIELD INVESTIGATION Our field investigation was conducted on March 23, 1989 and consisted of visual observations of the existing surface conditions and completion of three subsurface excavations. These excavations were made by means of a 6" diameter flight auger under the observation of our geological personnel. All soils encountered were visually classified in accordance with Unified Soil Classification System that is presented on Plate Number 3. The representative soil samples obtained were transported to the laboratory for testing. Please refer to Plates Numbered 4 through 6 for the field logs. LABORATORY TESTING Laboratory testing on selected soil samples were completed in conformance with the general practices and procedures as recommended by the American Society for Testing and Materials (A.S.T.M. ) . These tests are briefly outlined below: a. Soil Sample Classification: By visual examination, the sampled soil classifications made in the field were further evaluated in accordance with the Unified Soil Classification System. The final classifications are , presented on the exploratory logs. b. Field Moisture Content and Dry Soil Density• The moisture content in percent of the soils dry weight and the dry unit weight in pounds per cubic foot were determined for selected soil samples. Please refer to the exploration logs for the results of these tests. C. Consolidation Test: A consolidation test was performed on selected "undisturbed" samples. The consolidation apparatus was designed to accommodate a 1 inch high by 2 . 375 inch or 2 . 500 inch diameter soil sample laterally confined by a brass ring. Porous stones were placed in contact with the top and bottom of the sample to permit the addition or release of pore fluid during testing. KETCHUM ENGINEERING, INC. KE8687 Page 4 Loads were applied to the samples in a geometric progression after vertical movement ceased, and the resulting deformations were recorded. The percent consolidation for each load cycle is reported as the ratio of the amount of vertical compression to the original one-inch sample height. The test samples were inundated at some point in the test cycle to determine their behavior under the anticipated load as soil moisture increases. The results of this test are presented in the form of a curve on Plate Numbers 7 and 8. FINDINGS SITE DESCRIPTION The site is an irregular parcel of land that is situated directly north of the existing Phase I portions of this project. Generally the site is drained by sheet flow towards the west. A temporary storm drain channel has been cut through the site east to west. There are two soil stockpiles on this parcel, one north and one south of the channel. RECOMMENDATIONS SITE PREPA,UTION PRECONSTRUCTION CONFERENCE: We recommend that a preconstruction conference be held at the site with the developer, civil engineer, contractor, and geotechnical engineer in attendance. Special soil handling and the grading plans can be discussed at that time. SPECIFICATIONS: We recommend that all earthwork be done in accordance with the attached " Recommended Grading Specifications. " Ketchum Engineering, Inc. , should observe the grading and test compacted fills. All special site preparation recommendations presented in this report will supercede those in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to not less than 90 percent of the maximum laboratory density. Utility trench backfill within 5 feet of the proposed structures and beneath asphalt pavements should be compacted to not less than 90 percent of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method 1557-70. DEMOLITIONS, CLEARING AND GRUBBING: During site preparation, all debris and deleterious materials derived from demolition, clearing and grubbing operations should be legally disposed of off-site prior to grading. Any existing utilities that will not KETCHUM ENGINEERING, INC. KE8687 Page 5 be utilized should be removed and properly capped at the property lines. The removal of trees should include the removal of their roots. The depressions resulting from the above operation should be backfilled with soil that has been compacted to at least 90% relative compaction. EARTHWORK RECOMMENDATIONS SHOPS A.C,D, THEATER, ANCHOR 7 , AND FUTURE BUILDING PADS 1,2 , & 3 : (Note the designation of future building pads 1,2, & 3 is arbitrary for purposes of indentification for the preparation of this report) : No special earthwork procedures are required other than cutting these pads and/or minor filling of 2 or 3 feet to achieve the specified grade. Although the pad elevations for the theater have not been set, as of this writing, it is anticipated that only minor grading will be required for this building pad. No special undercutting procedures are required. SHOP B. ANCHORS 4 , 5, & 6: Because these structures are known to encroach into the old original channel or the existing temporary channel, we are recommending that these building pads be undercut to a depth of at least 5 feet. The lateral extent of these undercuts should include the area within 10 feet beyond the building perimeter. This undercutting procedure is presented in order to prepare a more uniform soil condition beneath these structures. MOISTURE CONTENT OF FILL SOILS: All fill soils placed should have moisture contents of at least 2% over optimum moisture content. AREAS TO BE PAVED: All areas to be paved should have the subgrade soils densified to at least 90% relative compaction to a minimum depth of 12 inches. It is suggested that the upper 12 inches of subgrade soils be comprised of granular select, non- expansive materials. IMPORT MATERIALS: Any fill material to be imported on-site should consist of granular, non-expansive soil that contains no organic or deleterious materials. It should have sufficient cohesion to hold a vertical , or near vertical cut for footing excavations. It should have at least 85% of the material passing the Number 4 sieve with no rocks or chunks larger than 1 1/2 inches. The import fill should be approved by our office prior to on-site delivery. KETCHUM ENGINEERING, INC. KE8687 Page 6 CUT AND FILL SLOPES It is our opinion that cut and fill slopes constructed from the native on-site materials will be stable with relation to deep- seated failures if constructed at, or flatter than, the following recommended slope ratios expressed in the horizontal or vertical units for the indicated heights: Cut Slopes to 60 Feet in Height 2 : 1 Fill Slopes to 25 Feet in Height 2 :1 The above maximum heights were determined by using a factor of safety of 1. 5. It is also recommended that. footings not be founded_ nearer than 8- eet measured horizontally inward from the face of the slopes. Slopes should be planted with erosion resisting plants and natural drainage should be directed away from the top of all slopes such that no water is allowed to flow over the top. TEMPORARY SLOPE STABILITY: The following table presents recommendations relative to temporary construction excavations. These slopes should be relatively stable against deep-seated failures but may experience localized sloughing. Slope Ratio Maximum Height of Temporary (Horizontal to Vertical) Excavation (Feet) 0. 25 : 1 12 Vertical 5 It should be the contractor's responsibility to provide safe support for the excavation. No heavy equipment should be allowed adjacent to the top of the temporary cuts. FOUNDATIONS AND CONCRETE SLABS-ON-GRADE GENERAL: We recommend the structure proposed for this project be� supported by a continuous spread footing foundation system as recommended below. The following recommendations are submitted provided the soils within the upper 3 feet from finish grade have a medium expansive potential . When the grading has been completed for these pads, expansion index tests will be completed. SHOPS A,C, D, THEATER, ANCHORS 7 , FUTURE PADS 1.2 . & 3 : STRUCTURES FOUNDED TOTALLY ON CUT OR FILL: a) All footings for these one story structures should be founded a minimum of 18 inches below adjacent finish grade. Footings should have a minimum width of 12 inches. KETCHUM ENGINEERING, INC. KE8687 Page 7 b) Both exterior and interior continuous footings should be reinforced with two Number 4 bars positioned 3 inches above the bottom of the footings and two Number 4 bars positioned 3 inches clear below finish floor. c) Interior slabs should be not less than 3 1/2 inches in thickness, underlain by a 4 inch blanket of clean concrete sand or crushed rock, reinforced with 6"x6"- #10/#10 welded wire mesh and completely surrounded with a continuous footing. Further, we recommend that #3 ties, 32 inches on center be used to tie foundations and floor slabs together. SHOP B. ANCHORS 4 , 5, & 6: STRUCTURES FOUNDED PARTIALLY OR TOTALLY OVER DRAINAGE COURSES: a) All footings for the one story structures should be founded a minimum of 24 inches below adjacent finish grade. Footings should have a minimum width of 12 inches. b) Both exterior and interior continuous footings should be reinforced with two No. 5 bars positioned 3 inches above the bottom of the footings and two No. 5 bars positioned 3 inches clear below finish floor. c) Interior slabs should be not less than 4 inches in thickness, underlain by a 4 inch blanket of clean sand or crushed rock, reinforced with #4 bars at 16 inches on center each way in the center and completely surrounded with a continuous footing. Number 4 ties at 32 inches on center should be placed from the slab to the footing. THREE STORY OFFICE BUILDING: a) All footings for the three story office structure should be founded a minimum of 30 finches below adjacent finish grade. Footings should havea minimum width of,-.24-- J. b) Both exterior and interior ;conti.nuous footin s should be reinforced with- 3 No., 5ibag posich tionedf3 ines above the bottom of the footings and 3 No. 5 bars _. Positioned 3 inches clear below finish floor. i` ooin and slabs should be placed monolith cal y- , �� c) Interior slabs should be not less than 4 inches in thickness, underlain by a 4 inch blanket of clean concrete sand or crushed rock, reinforced with #4 bars at 16" on center each way in the slab center and completely surrounded with a_ continuous foot' KETCHUM ENGINEERING, INC. KE8687 Page 8 Number 4 ties should be placed at 32 inches on center - from � _.. _ .__... . from the slab to__the _footing.. BEARING VALUE MINOR WOOD FRAME STRUCTURES: An allowable soil bearing value of 2000 pounds per square foot for spread footing foundations may be used for design of these structures. This bearing value should be verified for all soil conditions under all building pads. In our opinion this value can be increased by one-third for loads that include wind or seismic forces. MAJOR MASONRY AND CONCRETE TILTUP STRUCTURES,, EE-.STORY OFFICE BUILDING: An allowable soil bearing value for spread footing foundations may be used for design of the on site structures as given by the formula below. This bearing value should be verified for all soil conditions under all building pads. In our opinion this value can be increased by one-third for loads that include wind or seismic forces. q = 1160 + 640D + 380B Where: q Allowable soil bearing value in pounds per square foot. A factor of safety of three (3) is included in this formula. A maximum bearing value of 3500 p s f. _mss recommended fgr settlement considerations. D = Depth of footing in feet below adjacent finish grade. B = Width of footing in feet at the base. The above foundation recommendations, for buildings__other than the three story office building, have been developed assuming maximum uniform wall loads and maximum column loads of 3500 pounds per lineal foot and 60, 000 pounds respectively. Should larger loads be proposed, please contact this office for additional recommendations. LATERAL RESISTANCE: Resistance to lateral loads for the proposed building may be provided by friction at the base of the footing and by passive pressure against the adjacent soil. For concrete footings on compacted soil, a coefficient offriction._of 0. 37 may be used. For calculating passive pressure, an equivalent fluid unit weight of 3A,Q___pounds per cubic foot may be used. Passive pressure should not exceed 2000 pounds per square foot. When combining frictional and passive resistance, the latter should be reduced-by one-third. KETCHUM ENGINEERING, INC. KE8687 Page 9 FOUNDATION EXCAVATION INSPECTION: Prior to placing steel or concrete the foundation excavations should be inspected by a representative of this office to determine if the above recommendations have been followed. SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential settlements for the proposed building may be considered to be within tolerable limits provided the recommendations presented in this report are followed. These recommendations are intended not to totaly eliminate settlements but to keep them within the normal limits for this type of structure. Some minor differential settlement may occur after the building is completed and the loads to the underlying soil strata are distributed. The reinforced foundation system shQuld tend to minimize the effects of such minor settlements. PAVEMENT After the site is graded and the subgrade soils are exposed in the parking and driveway areas, we recommend that these soils be sampled and tested so that pavement recommendations may be made. However, the following recommendations are submitted as preliminary guidelines for pavement construction. The subgrade soils to a depth of at least 12 inches should be densified to at least 90%. Paved areas should be protected from moisture migrating under the pavement from adjacent water sources such as planted or grass areas. Saturation of the subbase soils could result in pavement failures. Further, all paving materials and methods of construction should conform with good grading practices and with the minimum requirements of the governing agency. DRAINAGE We recommend that positive measures be taken to properly finish grade the pads once improvements and landscape are in place so that drainage waters are directed off the pads and away from possible foundations, floor slabs, and slope tops. No areas of ponded water should be allowed to exist. Planters should be constructed so that water is not allowed to seep beneath foundations or slabs. Over-irrigation of areas adjacent to foundations and slabs should be avoided. JETTING OR FLOODING OF UTILITY TRENCH BACKFILL: Jetting or flooding of utility trench backfill on this project is not recommended. KETCHUM ENGINEERING, INC. KE8687 Page l0 DESIGN REVIEW: We request that our firm be allowed to review the final building plans and grading plans for general compliance with this geotechnical report. KETCHUM ENGINEERING, INC. LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer should review and verify the compliance of the final grading plan with this report. It is recommended that Ketchum Engineering, Inc. , be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soil engineer so that he may make modifications, if necessary. This office should be adivised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the state-of-the-art and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability, the conclusions, and recommendations. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and KETCHUM ENGINEERING INC. observation only, and no warranty of any kind whatsoever, expressed or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. It is the responsibility of the owners, or their representative to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. Inspection services allow the testing of only a very small percentage of the fill placed at the site. Contractural arrangements with the grading contractor should contain the provision that he is responsible for excavating, placing and compaction of fill in accordance with the project specifications. Inspection by the geotechnical engineer during grading should not relieve the grading contractor of his primary responsibility to perform all work in accordance with the specifications. This firm does not practice nor consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of other than our own personnel on the site; therefore, the safety of others is the responsbility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. KETCHUM ENGINEERING INC. SIT E np"�O� T• WV rwde C q sawn J� 1 1111 AD jRIEA , / 87 wdaanar M Lm ti =� u CM UAWIA A QlZt t YIrINA� .` 87A 12 113 14 115 16 117 1 1 . 1 RIVER l C T O 1 RIV RIV 123 i� 24 =26 <127 128 ClF /AND NA UNAI %b 1 J //NtI �- RI 134 RIV 135 RIV 1 RIV 1 AIV DI 0 Oulu V M KwLfTON — Y0 5K y 1 f ! C I 1-5 � 5K rAJ + •1 ` 6L iM GN Yalr 4�ct 8K 8L am iZP /7u= NCA �U CA 41 �Y • s ViA>. �' 11 i ' &Milo VICINITY MAP B Y : ENK JOB NO. 8687 KETCHUM ENGINEERING _INC. DATE: 3/17/87 7818 OUERRADA CIRCLE . C A R L S 8 AD ( 6191 944 1836 92008 PLATE NO. 1 UNIFIED SOIL CLASSIFICATION MAJOR DIVISIONS GROUP S YM80L TYPICAL NAMES GRAVELS CLEAN GW Well graded gravels, gravel-sand mixtures. little or no Q GRAVELS tines. J W pMORE THAN HALF (LESS 1 HAN G P Poorly graded gravels or gravel-sand mixtures, little or O Q ry OF COARSE 5% FINES) no Innes. O FRACTION IS GRAVEL GM Silty gravels, gravel-sand-sill mixtures, non-plastic fines. "C Z LARGER THAN WITH w Z O Q in NO. 4 SIEVE FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. CLEANJ Q r W S ¢ W SANDS SANDS SW Well graded sands, gravelly sands. little or no fines. w 4 in ¢ MORE THAN HALF (LESS THAN ►_- Q 5% FINES)OF COARSE SP Poorly graded sands or gravelly sands, little or no fires. J W FRACTION IS U O v_i SANDS SM Silty sands,sand-silt mixtures, non-plastic fines. SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. W Inorganic silts and very fine sands, rock Ilour, siltyor v.� b W N SILTS AND CLAYS ML clayey fine sands or clayey silts with slight plasticity. O �, w Ino, ganic clays of low to medium plasticity, gravelly U) J a w LIQUID LIMIT IS C L clays. sandy clays, silty clays, lean clays. LESS THAN 50% w to `" OL Organic silts and organic silly clays of low plasticity. Z Z rn o ^' SILTS AND CLAYS MH Inorganic silts,micaceous or diatomaceous fine sandy or silty soils, elastic silts. � W ¢ G g Q Z UQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. a GREATER THAN 50% OH Organic clays of medium to high plasticity,organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. GRAIN SIZE U-S. STANDARD SERIES SIEVE I CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4' 3" 120 SILTS AND CLAYS SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE I COARSE RELATIVE DENSITY CONSISTENCY SANDS,GRAVELS AND BLOVVS/FOOT CLAYS AND STRENGTH BLOWS/FOOT NONPLASTIC SILTS PLASTIC SILTS VERY LOOSE 0 - 4 VERY SOFT 0 - 1/4 0 - 2 LOOSE 4 - 10 SOFT 1/4 - 1/2 2 - 4 FIRM 1/2 - 1 4 - 8 MEDIUM DENSE 10 - 30 STIFF 1 - 2 8 - 16 DENSE 30 - 50 VERY STIFF 2 - 4 16 - 32 VERY DENSE CHER 50 HARD OVER 4 OVER 32 SWater level at time of excavation or as indicated Undisturbed driven ring or chunk sample Disturbed bulk sample BY: ENK JOB NO. 8687 KETCHUM ENGINEERING INC. DATE : 4/25/89 7818 OUEBRADA CIRCLE , C A11LSBAD ( 619 ) 944 - 1836 92008 PLATE NO. 3 W W Z BORING NUMBER B-1 Q> W W 0 U _ Y > ELEVATION U > Ow 0 OW ~ $ U W LL W ] W / N 4Z F QQZ Q ~ W J W Z Q4 4Q4 \ W ] Z > 4V W n N 4 N 4 Z 0 wIA 0 W T o Q a 0 In U DESCRIPTION 4 2 4 U 0 �R 'm �n�¢ m 0 IL � U Q 1 SC FILL Gray brown clayey Moist Dense sand. Very 5 2 - Dense 6 7 3 D 10 7 4 22 Und st . 20 102 5 10 7 6 -SIT B1ack-t-3-3ark gray Moises Veryw 6 7 silty sand with trace Dense 20 8 clay 28 11 8 Und' st . 43 a), 115 - 3 7.0 9 13 10 n 1s 11 �J 12 13 114.r, 3 .8 13 Und ' st . Lt . gray brown silty Moist Mediun 13 to clayey sand w/thin Dense 10 14 lay(>r of olive gray 15 clayey to sandy silt 16 FOR live I ols ed-iTo 17 gray clayey silty Humid Dense Dense 18 - 19 - 20 - 21 8192021 22 - 23 - 24 - 25 - 2232425 8 116. 1515 -0 26 15 nOTTOM @ 26t 20 B L DS JOB NO. 8687 KETCHUM ENGINEERING INC. DATE : 3/23/89 7818 QUEBRADA CIRCLE , C A RLSB AD ( 619 ) 944 - 1836 9 200 8 PLATE NO. 4 W_ .. W W z BORING NUMBER B-2 y z Ix ELEVATION U > OW 0 0W 00 T W U. W ] W F- U► 4Z F• Q 4 Z Q W F GL a N Q F• Q W Z Q F4- jjO Q 4 WW F W > V ID J 4 a o a 2 0 z- o QZW y U b Z 4 O J 4 Q O W J W J Q 0 0 W DESCRIPTION 4 2 4 U �Q 'm d a m U 1 SM FILL Gray brown and It Moist Medium 3 3 2 SC gray brown silty sand Dense with trace clay 5 3 - 8 List 3 4 24 ?n 5 29.1 8.2 6 6 11 7 11 g Undist Brown silty to clayey a2 9 SC sand Moist Dense 8 10 83 1 1 SA -r`ORMA . 12 Undist gray brown silty sand Moist 14 13 ML Olive gray clayey to Medium 11 sandy silt Humid Dense 14 19.8 12 .8 14- 15- 16- 17- 18- 19- 20- 21 - 22- 23- 24- 41516171819202,1222324 SC Lt . olive gray to gray Moist 25 brown clayey sand Humid Mediurr 9 103 . 5 23 .3 26 MH Olive gray clayey silt Dense 11 ML 14 Un i s t . BOTTOM 26j ' BY: DS JOB NO. 8687 KETCHUM ENGINEERING INC. DATE - 3/23/89 7818 OUEBRADA CIRCLE , C A RLSBAD ( 6 19 ) 944 - 1836 92008 PLATE NO. 5 W W Z BORING NUMBER B-3 Q> W W O U g i U. } Q ELEVATION U > Ow 0 Ow ~ 0 I F U Z a Z to 4Z LL Q4Zi Q h W F 4 W N a ►- Q N Z a 4 4a4 W ] Z >_ Ud W a N 4 N 4 !!1 0 wto N OWN 0 ~ FW- ~ 4 Q0 Z� � ZZNS ¢¢> �i NZ 0 Lq 1A U DESCRIPTION a 2 4 U 6 �¢ 'm �n�Wa O a U a 1 SM FILL Gray brown silty Moist Medium 3 2 sand Dense 3 SM PABA FORMATION Yellow Moist Medium 10 3 ML brown silty fine sand Humid Dense 15 4 Und st. to sandy silt 21 8 5 5 5 6 - 7 — SP Lt . brown coarse to Moist Dense 13 g Und st . medium sand 17 6 9 16 4 6 10 81 11 12 SM Yellow brn.to lt: gray Moist Dense 15 13 Und A brown silty fine to Very 19 coarse sand Dense 26 12.3 3 .6 14 15 16 71819 17 - 18 - 19 20 - 21 22 - 23 24 - 25 15 26 —Und st. 20 06.2 14. 5 24 B Y: DS J013 NO. 8687 KETCHUM ENGINEERING INC. DATE : 3/23/89 7818 QUEBRADA CIRCLE , C A RLSB AD ( 6 19 ) 9 4 4 - 1 8 3 6 9 20 0 8 PLATE NO. 6 -I- t - -- - _ - 1-= r t _ - 0. 0 T T � - t_ -� - r-- -- _ _ _ - o Wit_ _ _ , - - __ 93 .0 J �_ 1_ -1_ - - - 04,0 cn Z -- — -- -- - - - - - — 85 .0 6.0 t =_ 01 0.5 1.0 5 10 50 LOAD kips/sq.ft. B2 @ 8 ' B Y: ENK JOB NO. 8687 KETCHUM ENGINEERING_ INC. DATE: 4/24/89 . [m 7818 OUEBRADA CIRCLE , C A RLSBAD 619 ) 944 - 1836 92008 PLATE NO. 7 II �� APPENDIX A RECOMMENDED GRADING SPECIFICATIONS Qeneral Intent The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary soil investigation report are a part of the recommended grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Inspection and Tgsting A qualified soil engineer shall be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the soil engineer or his representative provide adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the soil engineer. It shall be the responsibility of the contractor to assist the soil engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and governmental agency, as required. If, in the opinion of the soil engineer, substandard conditions are encountered, such as questionable soil , poor moisture control, inadequate compaction, adverse weather, etc. , the contractor shall stop construction until the conditions are remedied or corrected. Unless otherwise specified, fill material shall be compacted by the contractor while at a moisture content near the optimum moisture content to a density that is not less than 90% of the maximum dry density determined in accordance with A.S.T.M. Test No. D 1557-70, or other density test methods that will obtain equivalent results. Clearing and Preparation of Areas to Receive Fill All trees, brush, grass, and other objectionable material shall be collected, piled, and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance free from unsightly debris. All vegetable matter and objectionable material shall be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils shall be removed or compacted to the depth determined by the soil engineer. The surface shall then be plowed or scarified to a minimum depth of 6 KETCHUM ENGINEERING INC. inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal to 1 vertical) , the original ground shall be stepped or benched as shown on the attached Plate A. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide and all other benches at least 6 feet wide. Ground slopes flatter than 20% shall be benched when considered necessary by the soil engineer. Fill Material Materials for compacted fill shall consist of any material imported or excavated from the cut areas that, in the opinion of the soil engineer, is suitable for use in constructing fills. The material shall contain no rocks or hard lumps greater than 12 inches in size and shall contain at least 40% of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size shall be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks shall be permitted. ) No material of a perishable, spongy, or otherwise improper nature shall be used in filling. Material placed within 36 inches of rough grade shall be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3% when compacted as hereinafter specified for compacted fill and soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and shall be compacted at a moisture content greater than the optimum moisture content for the material. Placing Spreading and Compacting of Fill Approved material shall be placed in areas prepared to receive fill in layers not to exceed six inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction shall be continuous over the entire area, and the equipment shall make sufficient trips to insure that the desired density has been obtained throughout the entire fill. When the moisture content of the fill material is below that specified by the soil engineer, the fill material shall be aerated by the contractor by blading, mixing, or other satisfactory methods until the moisture content is as specified. KETCHUM ENGINEERING INC. The surface of fill slopes shall be compacted and there shall be no excess loose soil on the slopes. InaRection Observation and compaction tests shall be made by the soil engineer during the filling and compacting operations so that he can state his opinion that the fill was constructed in accordance with the specifications. The soil engineer shall make field density tests in accordance with A.S.T.M. Test No. D 1556-70. Density tests shall be made in the compacted materials below the surface where the surface is disturbed. When these tests indicate that the density of any layer of fill or portion thereof is below the specified density, the particular layer portion shall be reworked until the specified density has been obtained. The location and frequency of the tests shall be at the soil engineer's discretion. In general, the density tests wil be made at an interval not exceeding two feet in vertical rise and/or 500 cubic yards of embankment. Protection of Work During construction the contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. He shall control surface water to avoid damage to adjoining properties or to finished work on the site. The contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. Unforseen Condition In the event that conditions are encountered during the site preparation and construction that were not encountered during the preliminary soil investigation, Ketchum Engineering, Inc. , assumes no responsibility for conditions encountered which differ from those conditions found and described in the preliminary soil investigation report. KETCHUM ENGINEERING INC.