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Home My WebLink AboutMS 14-11; MATHIS LEVANTE SUBDIVISION; GEOTECHNICAL REPORT UPDATE (REVISED); 2016-09-19EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 Dennis & Robin Mathis September 19, 2016 3128 Levante Street Project No. 02-1147J2 Carlsbad. California 92009 Subject: Geotechnical Report Update (Revised) Proposed Single-Family Residence on Southwestern Parcel Levante Street, APN 223-170-18 & 19 La Costa Area, City of Carlsbad, California 92009 References: See Attached Dear Mr. & Mrs. Mathis: RECEIIVED AUG 06 2019 LAND DEVELOPMENT ENGINEERING In accordance with your request, we have reviewed the referenced soil reports and visited the subject site on September 2, 2015. Site conditions were found as described in the referenced soil report (Reference No. 3) and are suitable for the construction of the proposed single-family residence. Therefore, the recommendations provided in the referenced geotechnical report (Reference No.. 4) are still valid for the development of the southwestern parcel. 2013 CBC Seismic Design Criteria Seismic design criteria have been updated in accordance with the 2013 California Building Code as follows: ,.TARA -XT H: VAL 010iAScE1 El E RENcEs Site Class D Table 20.3-1/ ASCE 7, Chapter 20 Mapped Spectral Acceleration For Short Periods, Ss 1.037g Figure 1613.3.1(1) Mapped Spectral Acceleration For a I-Second Period, S1 0.401g Figure 1613.3.1(2) Site Coefficient, Fa 1.085 Table 1613.3.3(1) Site Coefficient, F 1.599 Table 1613.3.3(2) Adjusted Max. Considered Earthquake Spectral Response Acceleration for Short Periods, SMS 1.125g Equation 16-37 Adjusted Max. Considered Earthquake Spectral Response Acceleration for 1-Second Period, SMI 0.641 g Equation 16-38 5 Percent Damped Design Spectral Response Acceleration for Short Periods, Sos 0.750g Equation 16-39 5 Percent Damped Design Spectral Response Acceleration for 1-Second Period, SDI 0.428g Equation 16-40 DENNIS & ROBIN M4 THJS/LEVA1VTE STREET PROJECT NO. 02-114712 In addition, we have reviewed the grading plan prepared by La Costa Engineering of Carlsbad, California to address the proposed surface drainage around the the proposed single-family residence. A minimum gradient of 2 percent may be implemented away from the structure within hardscape areas to a minimum distance of 10 feet. In earth areas, this will be 5 percent. Earth swales should have a minimum gradient of 2 percent and be directed to approved drainage receptors. Should you have any questions, please do not hesitate to contact our office. Respectfully submitted, OFESSi0 Ljj GE 2704 Crl \ EXP I I Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD\md 2 DENNIS & ROBIN M4 THIS/ LE VANTE STREET PROJECT NO. 02-114712 REFERENCES "Foundation Excavation Observation, Proposed Single-Family Residence, 3128 Levante Street, APN 223-170-18 & 19, City of Carlsbad, California" Project No. 02-1147J2(B), Prepared by East County Soil Consultation and Engineering, Inc., Dated January 9, 2003. "Addendum to Limited Site Investigation, Four Proposed Single-Family Residences, Lot 230 & 231 Levante Street, APN 223-170-18 & 19, City of Carlsbad, California" Project No. 02- I 147J2(B), Prepared by East County Soil Consultation and Engineering, Inc., Dated November 12, 2002. "Report of Field Density Tests, Four Proposed Single-Family Residences, Lot 230 & 231 Levante Street, APN 223-170-18 & 19, City of Carlsbad, California" Project No. 02-1 147J2(A), Prepared by East County Soil Consultation and Engineering, Inc., Dated Setember 12, 2002. "Limited Site Investigation, Four Proposed Single-Family Residences, Lot 230 & 231 Levante Street, APN 223-170-18 & 19, City of Carlsbad, California" Project No. 02-1147J2, Prepared by East County Soil Consultation and Engineering, Inc., Dated July 25, 2002. 3 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Dennis Mathis Construction November 12, 2002 7044 Whitewater Street Project No. 02-1147J2(B) Rancho La Costa, California 92009 Subject: Addendum to Limited Site Investigation Four Proposed Single Family Residences Lots 230 & 231 Levante Street, APN 223-170-18 & 19 City of Carlsbad, California Reference: "Limited Site Investigation, Four Proposed Single Family Residences, Lot 230 & 231 Levante Street, APN 223-170-18 & 19, City of Carlsbad, California", Project No. 02-1147J2, Prepared by East County Soil Consultation and Engineering, Inc., Dated July 25, 2002 Dear Mr. Maths: In accordance with your request, we have prepared this addendum letter to address the reinfo:cing steel for the proposed foundations at the subject site. Steel reinforcement in the continuous footings may consist of two # 5 bars, one bar placed near the top of the footings and the other bar placed near the bottom of the footing. These recommendations are based on the low potential for expansion of the subgrade soils and are not intended to be in lieu of the Structural Engineer requirements. If we can be of any further assistance, please do not hesitate to contact our office. Respectfully C WWAK~/tL Mamadou Saliou Diallo, P.E. RCE 54071 MSD/rnd EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE I SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Dennis Mathis Construction September 12, 2002 3351 Venado Street Project No. 02-1147J2(A) Rancho La Costa, California 92009 Subject: Report of Field Density of Tests Four Proposed Single Family Residences Lots 230 & 231 Levante Street, APN 223-170-18 & 19 City of Carlsbad, California Reference: "Limited Site Investigation, Four Proposed Single Family Residences, Lot 230 & 231 Levante Street, APN 223-170-18 & 19, City of Carlsbad, California", Project No. 02-1147J2, Prepared by East County Soil Consultation and Engineering, Inc., Dated July 25, 2002 Dear Mr. Mathis: This report presents the results of field density tests performed on the building pads for the four proposed single family residences at the subject site. In accordance with your request, in-place field density tests were taken in conformance with ASTM D1556-90 (Sand Cone) . Site grading was performed between July 26 and August 20, 2002 under the observation and testing of a representative of East County Soil Consultation and Engineering, Inc. The results of the field density tests are presented on Page T-1 under "Table of Test Results". The laboratory determinations of the maximum dry density and optimum moisture content results are set forth on Page L-1 under "Laboratory Test Results". The approximate test locations are shown on Plate No. 1. DENNIS M4 THIS CONSTRUCTION PROJECT NO. 02-1147J2(A) Prior to the remedial grading operation, brush and vegetation were removed from the subject site. Subgrade soils were overexcavated to a minimum depth of 3 feet below proposed grade into competent bearing soils. These soils were scarified to a depth of approximately 6 inches, moisture conditioned and recompacted. On-site soils consisting of silty sand and clayey sand were placed and compacted in excess of 90 percent relative density while maintaining a moisture content around optimum. Compaction was achieved with the use of Caterpillar 983B and 977L trackloaders. Based on our field observations and density test results, it is our opinion that the grading operation for the proposed single family residences was performed in accordance with the referenced soil investigation report and local grading ordinances. If we can be of further assistance, please do not hesitate to contact our office. Pages T-1, L-1 and Plate No. 1 are attached. Respectfully Submitted, Mamadou Saliou Diallo, RCE 54071 NSD/md P. E. 2 DENNIS MA THIS CONSTRUCTION PROJECT NO. 02-114 V2 (A) PAGE T-1 TABLE OF TEST RESULTS ASTM D1556-90 MAXIMUM DEPTH FEILD DRY DRY TEST SOIL OF FILL MOISTURE DENSITY DENSITY PERCENT NO. TYPE D FEET %DRY WT. P.C.F. P.C.F COMPACTION 1 1 0' 12.0 108.9 119.0 91 2 2 IS 11.2 107.8 118.0 91 3 2 2' 9.8 106.3 118.0 90 4 3 4 17.1 111.9 120.5 93 5 3 3' 13.9 113.9 120.5 94 6 3 6'FG 13.8 111.5 120.5 93 7 2 4'FG 14.3 105.4 118.0 90 8 3 0 13.3 109.7 120.5 91 9 2 1' 13.7 107.1 118.0 91 10 2 2' 16.7 108.9 118.0 92 11 2 2' 16.6 110.5 118.0 94 12 3 2' 17.2 110.7 120.5 92 13 3 2' 15.1 112.3 120.5 93 14 3 2' 13.3 112.1 120.5 93 15 2 1.5' 14.9 107.1 118.0 91 16 2 3'FG 12.3 109.3 118.0 93 17 2 3'FG 11.7 111.9 118.0 95 18 3 4'FG 13.7 109.7 120.5 91 19 2 IS 12.1 112.2 118.0 95 20 2 4'FG 12.0 111.7 118.0 95 21 3 3'FG 11.6 115.0 120.5 95 22 2 3'FG 13.2 112.5 118.0 95 FG = FINISH GRADE TEST 3 lamormum DENNIS MA THIS CONSTRUCTION PROJECT NO. 02-1147J2(-4) PAGE L-1 LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY TEST The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM D1557-91, Procedure A which uses 25 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4 inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6 inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows: OPTIMUM MAXIMUM MOISTURE DRY DENSITY CONTENT SOIL TYPE! PROCEDURE LB/ CU. FT. % DRY WT. 1/A TAN SILTY FINE GRAINED SAND 119.0 11.7 2/A TAN BROWN SILTY FINE 118.0 11.4 GRAINED SAND 3/A TAN BROWN CLAYEY SAND 120.5 11.3 4 ,vez LV5/TY/ __- EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE 1, SANTEE, CA 92071 (619) 258-7901 Fax (619) 258-7902 7;Z//57 cv/!y,t/ ,I2q7- ,6 45/2' 757: EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Dennis Mathis Construction July 25, 2002 3351 Venado Street Project No. 02-1147J2 Rancho La Costa, California 92009 Subject: Limited Site Investigation Four Proposed Single Family Residences Lot 230 & 231 Levante Street APN 223-170-18 & 19 City of Carlsbad, California Dear Mr. Mathis: In accordance with your request, we have performed a limited investigation of the soil conditions at the subject site. The investigation was undertaken to provide the soil engineering criteria for site grading and to recommend an appropriate foundation system for the proposed residences. The site was previously graded as cut and fill pads with a maximum depth of fill of approximately 12 feet. Underlying the fill soils was dense sandstone of the Santiago Formation. It is our opinion that the proposed development is feasible provided the recommendations herein are implemented during construction. Respectfully submitted, Mamadou Saliou Diallo, P.E RCE 54071 DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-1147J2 INTRODUCTION This is to present the findings and conclusions of a soils investigation for four proposed single family residences to be located on the north side of Levante Street, in the City of Carlsbad, California. The objectives of the investigation were to determine the existing soils conditions and provide recommendations for site development. In order to accomplish these objectives, eight (8) exploratory trenches were excavated to a maximum depth of 13.0 feet; undisturbed and loose bag samples were obtained, and laboratory tests were performed. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the north side of Levante Street, in the City of Carlsbad, California. The site was previously graded as cut and fill pads. Prior to the grading operation, the site sloped moderately to the west. Vegetation consists of grass. The proposed development includes the construction of four two- story, wood-framed, single-family residences to be founded on continuous footings with a slab-on-grade floor system. FIELD INVESTIGATION On March 28, 2002, eight exploratory trenches were excavated to a maximum depth of 13.0 feet by a Caterpillar 416B backhoe equipped with a 24 inch bucket. The approximate locations of the trenches are shown on the attached Plate No. 1, entitled "Location of Exploratory Trenches". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plates No. 2 through 4 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 5 entitled "Uniform Soil Classification Chart. SURFACE CONDITIONS The surface soils encountered during the course of our investigation were fill soils to a maximum depth of twelve (12) feet. These soils consist of tan clayey sand and silty sand, with a loose to medium dense consistency. The fill soils were underlain by dense sandstone of the Santiago Formation (Tsa) 2 DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-11-47J2 EXPANSIVE SOILS An expansion test was performed on a representative sample of the fill soils to determine volumetric change characteristics with change in moisture content. An expansion index of 40 indicates a low potential for expansion. GROUNDWATER Groundwater was not encountered during the course of our investigation. Groundwater is anticipated at a depth greater than 150 feet. We do not expect groundwater to affect the proposed development. GEOLOGIC HAZARDS A review of the available geological literature pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately 10.5 Km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential structures should be designed in accordance with seismic design requirements of the 1997 Uniform Building Code or the Structural Engineers Association of California using the following seismic design criteria: H V: Seismic Zone Factor, Z 0.40 Table 16-I Soil Profile Type SD Table 16-1 Seismic Coefficient, Ca 0.44 Table 16-Q Seismic Coefficient, Cv 0.64 Table 16-R Near-Source Factor, Na 1.0 Table 16-S Near-Source Factor, Nv 1.0 Table 16-T Seismic Source B Table 16-U Based on the absence of shallow groundwater, type and consistency of the underlying soils, it is our opinion that the potential for liquefaction is very low. 3 DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-114 7J2 CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes visual inspection; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed development provided the recommendations set forth are implemented during construction. GRADING AND EARTHWORK Site grading should begin with clearing and grubbing, e.g. the removal of vegetation and deleterious materials. It is our understanding that The two existing pads will be graded into four indivi.ual pads. Due to the transition between cut and fill on the existing pads and the loose consistency in the upper 3 feet of the existing fill soils, we recommend that the subgrade soils be overexcavated to a minimum depth of three feet below proposed pad grades, moisture conditioned 2 to 4 percent over optimum and compacted to a minimum of 90 percent relative density. The overexcavation should extend a minimum of 5 feet beyond perimeter footings. The actual depth and extent of removal should be evaluated in the field at the time of excavation by a representative of this firm. Grading should be done in accordance with the attached appendix A. FOUNDATION AND SLAB Continuous footings and/or spread footings are suitable for use and should extend a minimum of 18 inches for the two story residential dwellings into the compacted fill soils. Continuous footings should be 15 inches wide and reinforced with four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Concrete floor slabs should be a minimum 4 inches thick. Reinforcement should consist of #3 bars placed at 16 inches on center each way. Slab reinforcement should be placed within the middle third of the slab by supporting the steel on chairs or concrete blocks "dobies". The slab should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all concree slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. ri DENNIS AM THIS CONSTRUCTION PROJECT NO. 01-1147J2 c. Where moisture sensitive floor coverings are anticipated over the slab, the 10-mil plastic moisture barrier should be underlain by a capillary break at least 4 inches thick, consisting of sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 -percent passing the #200 sieve. SOIL BEARING VALUE An allowable soil bearing value of 1500 pounds per square foot may be used for the design of continuous and spread footings founded a minimum of 12 inches into the compacted fill soils. This value may be increased by 20 percent for each additional foot of width or depth to a maximum value of 4500 lb/ft2 as set forth in the 1997 Edition of the Uniform Building Code, Table No. 18-1-A. LATERAL SOIL PRESSURE Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 200 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. RETAINING WALLS Unrestrained, cantilevered retaining walls with a level backfill may be designed to resist an active equivalent fluid pressure of 35 pounds per cubic foot, while retaining walls with a 2 to 1 sloping backfill may be designed to resist an active equivalent fluid pressure of 45 pounds per cubic foot. This pressure is based on the backfill soils being free draining and non-expansive. Backfill materials must be approved by the soils engineer prior to use. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the minor thickness of the fill soil under the proposed footings and the light building loads, the settlement should be within acceptable limits. DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-1147J2 UTILITY TRENCH EXCAVATIONS Excavations for on-site utility trenches may be made vertically for shallow depths and must be either shored or sloped at 1k-I: 1V for depths greater than 4 feet. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill may be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture conditiDned and compacted to at least 90 % relative compaction. SLOPE SETBACK Compacted fill soils that occur within 8 feet of the face of slope possess poor lateral stability, even though they have been certified with a relative compaction of 90 percent or better. Proposed structures and other improvements that are located within 8 feet of the face of compacted fill slopes could suffer differential movement as a result of the poor lateral stability of these soils. Therefore, foundations and footings for the proposed structures or other improvements should be placed at least 8 feet back from the top of these slopes. Foundations placed closer to the top of slope than 8 feet should be deepened such that the bottom of the foundation is at least 8 feet back from the face of the slope. DRAINAGE Adequate measures shall be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swales and subsurface drains towards the natural drainage for this area. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements. DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-1147J2 LIMITS OF INVESTIGATION The recommendations provided in this report pertain only to the site investigated and based upon the assumption that the soil conditions do not deviate from those disclosed in the trenches. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at the present time, East County Soil Consultation and Engineering, Inc. should be notified so that supplemental recommendations can be provided. Plates No. 1 through 5, Page L-1 and L-2, References and Appendix A are parts of this report. Respectfully submitted, Uj cr- No.CO$4G11°) ~' ~-c , Qr &=~ 1--1k cJWr Mamadou Saliou Diallo RCE 54071 M SD/md 7 k - T7 7D/ 25(/577A/ - 4 ,7747 77A/ EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE 1. SANTEE, CA 92071 2A/A ,-7.qr//5 c2-vs7z,,v (619) 258-7901 Fax (619) 258-7902 '-7y 7sv.,qz5 to AF. / DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-114 7J2 PLATE NO. 2 SUMMARY SHEET NO. 1 TRENCH NO. 1 DEPTH SOIL DESCRIPTION Y M Surface FILL (Qaf) tan, dry to moist, loose to medium dense, silty, fine grained sand (SM) 2.0' 107.9 9.6 2.5' medium brown, moist, medium dense, silty, fine grained sand(SM) 3.5' tan, moist, medium dense, silty 104.8 7.5 fine grained sand 5.0' reddish brown, moist, medium dense, silty, fine to medium grained sand 6.0' SANTIAGO FORMATION (Tsa) tan, moist, dense, fine grained silty sand (SM) 6.5' bottom of trench trench backfilled 3/28/02 ------------------------------------------------------------------------ TRENCH NO. 2 DEPTH SOIL DESCRIPTION Y M Surface FILL (Qaf) tan, dry to moist, loose to medium dense, siliy, fine grained sand (SM) 1.0' SANTIAGO FORMATION (Tsa) tan, moist, dense, fine grained silty sand (SM) 2.0' NN NN 110.7 11.5 2.5' bottom of trench trench backfilled 3/28/02 ------------------------------------------------------------------------ TRENCH NO. 3 DEPTH SOIL DESCRIPTION Y M Surface FILL (Qaf) tan, dry to moist, loose to medium dense, silty, fine grained sand (SM) 2.0' medium brown, moist, medium dense, 103.8 20.8 clayey sand(SC) 4.0' SANTIAGO FORMATION (Tsa) tan, moist, dense, fine 101.6 5.8 grained silty sand (SM) 5.5' bottom of trench trench backfilled 3/28/02 DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-1147J2 PLATE NO. 3 SUMMARY SHEET NO. 2 TRENCH NO. 4 DEPTH SOIL DESCRIPTION Y M Surface FILL (Qaf) tan, dry to moist, loose silty, fine grained sand (SM) 2.0' tan, moist, medium dense, silty, fine grained sand(SM) 5.0' reddish brown, moist, medium dense, clayey sand (SC) 6.0' SANTIAGO FORMATION (Tsa) tan, moist, dense, fine grained silty sand (SM) 6.5' bottom of trench trench backfilled 3/28/02 ------------------------------------------------------------------------ TRENCH NO. 5 I DEPTH SOIL DESCRIPTION Y M Surface FILL (Qaf) tan, dry to moist, loose to medium dense, silty, fine grained sand (SM) 2.0' 106.4 12.3 4.0' 102.4 9.6 4.5' SANTIAGO FORMATION (Tsa) medium brown, moist, medium dense, clayey sand(SC) 6.0' tan, moist, dense, fine grained silty sand (SM) 6.5' bottom of trench trench backfilled 3/28/02 ------------------------------------------------------------------------ TRENCH NO. 6 DEPTH SOIL DESCRIPTION Y M Surface FILL (Qaf) tan, dry to moist, loose to medium dense, silty, fine grained sand (SM) 4 . 5' SANTIAGO FORMATION (Tsa) medium brown, moist, medium dense, clayey sand(SC) 6.0' tan, moist, dense, fine grained silty sand (SM) 6.5' bottom of trench trench backfilled 3/28/02 ------------------------------------------------------------------------ s] DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-1147J2 PLATE NO. 4 SUMMARY SHEET NO. 3 TRENCH NO. 7 DEPTH SOIL DESCRIPTION Y M Surface FILL (Qaf) tan, dry to moist, loose to 2.0', medium dense 2.0'-5.51 , silty, fine grained sand (SM) 5.5' brown, moist, medium dense, clayey sand(SC) 7.0' SANTIAGO FORMATION (Tsa) tan, dry, dense, fine grained silty sand (SM) 7.5' bottom of trench trench backfilled 3/28/02 ------------------------------------------------------------------------ TRENCH NO. 8 DEPTH SOIL DESCRIPTION Y Surface FILL (Qaf) tan, dry to moist, loose to medium dense, silty, fine grained sand (SM) 4.0' 105.6 16.9 4.5' medium brown, moist, medium dense, silty, fine grained sand(SM) 5.5' tan, moist, medium dense, silty fine grained sand 6.0' NN IN 102.0 22.5 8.0' reddish brown, moist, medium dense, 99.1 22.1 clayey sand 12.0' SANTIAGO FORMATION (Tsa) tan, dry, dense, fine grained silty sand (SM) 13.0' bottom of trench trench backfilled 3/28/02 ----------------------------------------------------------------------- '[C DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-1147J2 PAGE L-2 LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY TESTS The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM D1557-91, Procedure A which uses 25 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4 inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6 inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows: OPTIMUM MAXIMUM MOISTURE DRY DENSITY CONTENT SOIL TYPE! PROCEDURE LB/CU. FT. % DRY WT. LOCATION 1/A TAN BROWN SILTY FINE 119.0 11.7 T-1 @2.5' GRAINED SAND 2/A TAN SILTY FINE GRAINED SAND 118.0 11.4 T-3@1.0' 12 DENNIS MA THIS CONSTRUCTION PROJECT NO. 01-1147J2 REFERENCES 1: "1997 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions". "Naps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada", Page 0-38, used with the 1997 Edition of the Uniform Building Code, Published by International Conference of Building Officials. "Geologic Naps of the Northwestern Part of San Diego County, California. Plate No. 2, Geologic Maps of the Encinitas and Rancho Santa Fe 7.5' Quadrangles", by Siang S. Tan and Michael P. Kennedy, 1996. "Geologic Naps of the Northwestern Part of San Diego County, California. Plate No. 2, Geologic Maps of the Encinitas and Rancho Santa Fe 7.5' Quadrangles", by Siang S. Tan and Michael P. Kennedy, 1996. 13