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Home My WebLink AboutCUP 01-04; Church of Jesus Christ LDS; Conditional Use Permit (CUP) (4)-< SOIL & teSTING, INC -z -0: 0 ... .... < v - z 0: ... % -... :> 0 -"' ------------------------------- - SlC SIT P H 0 N E (619) 280-4321 TOLL FR[f (877) 215-4321 fA X (619). 280-4717 REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION CHURCH OF JESUS CHRIST-OF LATTER DAY SAINTS MEETING HOUSE CAMINO DE LOS COCHES AT VIA CALENDO CARLSBAD, CALIFORNIA PREPARED FOR: BSWINC. 1 WEST THIRD STREET SUITE 100 TULSA, OKLAHOMA PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 P 0 Box 600627 San DiPgo. CA 9:?160-0627' 6280 R1verdale Street San D1ego. CA 92120 www scst.corn -------------------------------------- TABLE OF CONTENTS SECTION PAGE 1 2 3 3.1 3.2 3.2.1 3.2.2 3.3 3.3.1 3.3.2 3.3.3 3.3.4 3.3.5 3.3.6 3.3.7 3.3.8 3.3.9 4 4.1 5 5.1 5.1.1 5.1.2 5.1.3 5.1.4 5.2 5.3 5.3.1 5.3.2 5.3.3 5.3.4 5.3.5 5.3.6 5.3.7 5.3.8 5.4 5.5 5.5.1 5.5.2 5.5.3 5.5.4 5.5.5 5.5.6 5.6 5.6.1 5.7 5.7.1 •' INTRODUCTION AND PROJECT DESCRIPTION ........................................................ 1 PROJECT SCOPE ....................................................................................................... : 1 FINDINGS ..................................................................................................................... 3 SITE DESCRIPTION ..................................................................................................... 3 GENERAL GEOLOGY AND SUBSURFACE CONDITIONS ......................................... 3 Geologic Setting and Soil Description ........................................................................... 3 Tectonic Setting ............................................................................................................ 4 GEOLOGIC HAZARDS ................................................................................................. 4 General .......................................................................................... : .............................. 4 Groundshaking .............................................................................................................. 5 Surface Rupture and Soil Cracking ............................................................................... 5 Landsliding ............................................. : ...................................................................... 5 Liquefaction ................................................................................................................... 6 Tsunamis ...................................................................................................................... 6 Seiches ......................................................................................................................... 6 Flooding ................................................. : ...................................................................... 6 Groundwater ................................................................................................................. 6 CONCLUSIONS ............................................................................................................ 6 compressible Fill Soils and colluvial soils .................................................................... 6 RECOMMENDATIONS............................................. . . . ..................................... 7 GRADING ................................................................................................................... 7 Site Preparation ............................................................................................................ 7 Cpmpaction and Method of Filling ................................................................................. 8 Surface Drainage .......................................................................................................... 9 Temporary Excavations ................................................................................................. 9 EARTHWORK ............................................................................................................... 9 FOUNDATIONS............................................................. . ................................... 10 General..................................................................... .. . ................................. 10 Driven Piles................................................................... . .................................... 1 0 Drilled, Cast-in-Place Concrete Piers ... ... .. .. .. . .. .... .. .. .. .. .. . . .. . .. ................. · ................ 10 Settlement Characteristics (Deep Foundations) .......................................................... 1 0 Shallow Foundations ................................................................................................... 11 Settlement Characteristics (Shallow Foundations) ...................................................... 11 Expansive Characteristics ........................................................................................... 11 Foundation Plan Review ............................................................................................. 11 SLABS-ON-GRADE .................................................................................................... 11 EARTH RETAINING WALLS ....................................................................................... 12 Foundations ................................................................................................................ 12 Passive Pressure ................................... · ..................................................................... 12 Active Pressure ........................................................................................................... 12 Waterproofing and Backdrain Observation .................................................................. 12 Backfill .......................................................................................................... .-............. 12 Factor of Safety ............................................................................................................ 12 CORROSIVITY ........................................................................................................... 13 Steel and Reinforced Concrete ................................................................................... 13 PAVEMENTS .............................................................................................................. 13 Portland Cement Concrete .......................................................................................... 13 SiC SIT ------------------ TABLE OF CONTENTS (CONTINUED) SECTION PAGE 5.7.2 6 Flexible Pavements .............................. : ...................................................................... 13 LIMITATIONS ............................................................................................................. 14 7 FIELD EXPLORATION ................................................................................................ 14 8 LAB ORA TORY TESTING ........................................................................................... 14 9 REFERENCES ........................................................................................................... 17 ATTACHMENTS FIGURES Figure 1 PLATES Plate . 1 Plate 2 Plate 3 Plates 4-26 Plates 27-30 Plate 31 Plates 32-38 Plates 39-45 Plates 46-4 7 Plate 48 Plate 49 Site Vicinity Map, Follows Page 1 Plot Plan Subsurface Soil Profile Unified Soil Classification Logs of Test Borings and Test Pits Grain Size Distribution Maximum Dry Density and Optimum Moisture/Expansion Index Consolidation Tests Direct Shear Tests R-Value Tests Plasticity Tests Corrosivity Tests -APPENDICES - ----------------- Appendix A Appendix B References Recommended Grading Specifications -Special Provisions ~ ST <SOIL & TESTING. - z a: 0 ... --< u -z a: w : -... ::) 0 "' --------------------------------- SlC SIT P t~ (J N l (619) 280-4321 TOLL FREE (877) 21 S-4321 fA X (619) 280-4717 DRAFT PRELIMINARY GEOTECHNICAL INVESTIGATION CHURCH OF JESUS CHRIST OF LA TIER DAY SAINTS MEETING HOUSE CAMINO DE LOS COCHES AND VIA CALENDO CARLSBAD, CALIFORNIA 1 INTRODUCTION AND PROJECT DESCRIPTION PO. Box 600627 San D;ego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com This report presents the results of the preliminary geotechnical investigation Southern California Soil & Testing performed for a proposed Meeting House to be constructed by the Church of Jesus Christ of Latter Day Saints west of the intersection of Camino De Los Caches and Via Calendo, in the City of Carlsbad, California. The site location is shown on Figure Number 1 on the following page. The information in this report is based on the site plan available at the time this preliminary report was prepared. It is understood that a new site plan is being prepared with revised building and retaining wall locations. Consequently, recommendations in this report may be revised when the new information is available. The project will consist of the construction of a building structure, access drives, parking lots and other related facilities as indicated on Plate Number 1. A retaining wall is proposed along a stream channel on the west side of the property (designated "Plan North" on Plate Number 1 ). It is our understanding that the plans are being changed to reflect a slope and low wall at this location. The parcel to be developed covers approximately 6.82 acres. The main structure will consist of a 16,558-square foot Meeting House. To assist in the preparation of this report, we were provided with a preliminary Grading and Drainage Plan by BSW International dated August 14, 2000. The site configuration, topography, and the approximate locations of our test borings and test pits are shown on Plate Number 1. 2 PROJECT SCOPE The investigation consisted of: surface reconnaissance, subsurface exploration, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geologic literature pertaining to the site, and preparation of this report. More specifically, the intent of this analysis was to: ---- ------------- - --- ----------• -- Church of Jesus Christ of Latter Day Saints Meeting House S(;_S&T_fi!Q._001J _ _1~§-2 _________________ -----~----__ _ June 7, 2001 Page 2 • a) Explore subsurface conditions to the depths influenced by the proposed construction. b) Develop recommendations for foundation bearing support of the building structures and · related slabs, including maximum allowable soil bearing pressures, minimum bearing elevations, foundation design recommendations and anticipated soil settlement or consolidation. Building slab recommendations include preparation of slab underlayment, indicating specific depth and material preparation procedures. Also, recommendations for use of vapor barriers, retarders or building sl~b or foundation perimeter drainage systems are included. c) Evaluate the necessity of tying the building slab to the perimeter foundation and suppo_rting recommendations for limiting anticipated differential and total building pad settlement. d) Develop criteria for management of anticipated groundwater conditions related to the design of building foundation and slab structures and site pavements. e) Prepare recommendations for lateral earth pressures for design of below:.grade foundation walls or above-grade retaining walls, including backfill type, compaction, sub- drainage, and other related requirements. Active and passive soil pressures are expressed in PSF. f) Provide specifications for soil materials and compaction requirements for general site fill, underground utility construction trench backfill, preparation of site pavement subgrade, and pad preparation necessary for the support of proposed building structures consistent with the associated design recommendations. g) Recommend the design thickness for pavements along with recommendations regarding subgrade and base -preparation for each type of surfacing alternate. All site paving recommendations are based on auto and light truck traffic typical of this type of facility yielding a projected 10 :year service life. h) Previous Portland cement concrete pavements are considered herein. i) Prepare design criteria for temporary excavation (building foundation and utility trenching) and recommended temporary protection such as excavation sheeting, underpinning, and temporary dewatering systems. j) Analyze the probable stability of trench and excavation slopes. k) Analyze probable or anticipated seismic activity. I) Analyze the effect of weather and /or construction equipment traffic on site soils during project construction. m) Analyze the site soils to ascertain the presence of potentially expansive, deleterious, chemically active or corrosive materials, and/or the presence of gases. n) Evaluate the depth of rock excavation, if any, along with recommentled methods for removal. ~ SIT ----.. -.. -.. ------ - - - - ----------- - Church of Jesus Christ of Latter Day Saints Meeting House June 7, 2001 sq~_~! NsUJSJ1Lf_3_5-2_ _______ _ _ ______ -----~ _____________ -~------_ ___________ __ _ Page 3 3 FINDINGS 3.1 SITE DESCRIPTION The subject site is a triangular-shaped lot located west of the intersection of Camino de Los Caches and Via Calendo and northeast of the Stagecoach Community Park in Carlsbad, California. The site covers approximately 6.82 acres and is bounded on the west by a drainage channel designated as open space and on the east by the existing street. Topographically, mo~t of the site is relatively flat. A slope downward to the level portion exists adjacent to Camino de Los Caches. Slopes downward toward the drainage channel are located south and west of the level portion. An elevation differential of approximately 11 feet exists between the southeast and northwest portions of the area to be developed. Drainage is accomplished via sheetflow toward the drainage channel. Vegetation is comprised of low weeds, except in the drainage channel, which supports a heavy vegetation growth. No structures were noted on the site. However, some piles of debris are located on the ground surface throughout the lot. Utility lines are anticipated to service the site via utility mains along Camino de Los Caches. 3.2 GENERAL GEOLOGY AND SUBSURFACE CONDITIONS 3.2.1 Geologic Setting and Soil Description The subject site is located in the Coastal Range Physiographic Province of San Diego County and is underlain by the Jurassic-age Santiago Peak Volcanics, Tertiary-age Delmar Formation. colluvium, and artificial fill. Brief descriptions of the soils encountered on-site are presented below. The fill materials consist of a heterogeneous mixture of silty sand, clayey sand, and sandy clay. The fill soils range from 1 to more than 15 feet thick beneath the area to be developed. No fill was encountered in Boring Numbers B-5, B-6 and B-7. The fill is underlain by colluvial deposits consisting mainly of silty clay and some sandy silt. These soils extend to depths of about 5 to 25 feet below the existing ground surface. Delmar Formation underlies the upper soils. The formational materials consist of sandstones, siltstones and claystones that have been weathered to silt and clay soils in the upper portion. The Delmar Formation extended to the maximum depth explored in all the borings and test pits where it was encountered, except in boring B-1. In this boring, a highly weathered volcanic rock assigned to the Santiago Peak Volcanics, was encountered below the Delmar Formation at a depth of about 37 feet. ~ SIT - - --------- - - - - - ----------• - Church of Jesus Christ of Latter Day Saints Meeting House SCS& T No. 0011135-2 June 7, 2001 Page 4 It should be noted that some evidence of landsliding was encountered during the course of our investigation. Some or all of the deposits described as WDelmar Formation in the report may be landslide-involved. Groundwater was encountered as shallow as about 12 feet and as deep as about 27 'feet in those borings that extended to this depth. The seepage occurred mostly in the more permeable colluvial layers, but also along joints and fractures in the formational materials, and in the more permeable sandy layers of the alluvium. . Groundwater levels will vary significantly with rainfall and irrigation runoff, and could be considerably higher that these depths during and shortly after rainy season. Subsurface conditions are illustrated on the subsurface profiles on Plate Number 2. 3.2.2 Tectonic Setting No faults are known to traverse the subject site, but it should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones that typically consist of several individual en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11 ,000 to 2 million years before the present) but no movement during Holocene time A review of the available geologic literature indicates that no faults have been mapped on site. The active Rose Canyon Fault Zone is located approximately 11.5 kilometers southwest of the site. Other active fault ZO[les in the region that could possibly affect the subject site include the Coronado Bank, San Diego Trough and San Clemente Fault Zones to the west, the Elsinore and San Jacinto Fault Zones to the northeast, and the Agua Blanca and San Miguel Fault Zones to the south. 3.3 GEOLOGIC HAZARDS 3.3.1 General The site is located in an area that is relatively fre~ of non-earthquake, potential geologic hazards. Outside of the drainage channel, hazards such as flooding, landsliding and liquefaction can be considered negligible. ~ SIT - - --.. ---- - - - ..... - - - - ------.. -- Church of Jesus Christ of Latter Day Saints Meeting House SCS&TNo. 0011135-2 __ _ 3.3.2 Groundshaking June 7, 2001 Pagf! 5 The most likely geologic hazard to affect the site is ground shaking as a result of movement along one of the fault zones mentioned above. As per the 1997 UBC for active near-source fault zones, the following is presented for the subject site. Seismic Zone 4: Z=0.40 Source Fault: Rose Canyon Fault Zone Seismic Source Type: B Soil Profile Type: S0 Distance to Seismic Source: 11-~ kilometers Near-Source Factor Na=1.0 Near-Source Factor Nv=1.0 Seismic Coefficient Ca=0.44Na Seismic Coefficient Cv=0.64Nv It should be recognized that Southern California is an area that is subject to some degree of seismic risk. It is likely that the site will experience the effects cif at least one moderate to large earthquake during the life of the proposed improvements. Significant site settlements are unlikely to occur during or following an earthquake, due to the fine-grained nature of most of the soils and the consistency of the underlying formational materials . 3.3.3 Surface Rupture and Soil Cracking It is our opinion that no active or potentially active faults are present at the subject site proper. Therefore, the site is not considered susceptible to surface rupture. The probability of surface rupture or soil cracking caused by shaking from active distant sources is considered minimal for the site. 3.3.4 Landsliding The site is located in AREA 3 of the Landslide Hazard Identification Map. AREA 3 is classified as Generally Susceptible to slope instability. More specifically, the property is in SUBAREA 3-1, which includes slopes that are at or near their stability limits due to a combination of weak materials and steep slopes (many slope angles exceed 15 degrees). Although most slopes within SUBAREA 3-1 do not currently contain landslide deposits, they can be expected to fail, locally, when adversely modified. The slopes along the existing stream channel are considered subject to surficial erosion and sloughing, but overall, massive slope instability is considered unlikely at this site. A review of available aerial photographs and subsurface observations made during our investigation revealed some evidence of landsliding beneath the subject site. Although the ~ SIT - - - --------- - - - - - --------• Church of Jesus Christ of Latter Day Saints Meeting House SCS& T No. 0011135-2 June 7, 2001 Page 7 underlying the fill soils are also compressible. In addition, most of the colluvium and some of the fill soils are highly expansive, particularly in the lower portion. These materials will not be suitable, in their existing condition, for support of structures and other settlement-sensitive improvements. Removal and replacement of the compressible soils with suitable materials will be needed if new structures are to be supported on shallow foundations. As an alternative, deep foundations can be used for support of structures. Slab-on-grade floors and portland cement concrete pavements can be used provided existing compressible soils are removed, replaced and compacted beneath new floor and pavement areas. Selective grading procedures will be needed so that expansive soils are placed in the lower portions of deep fills. The upper five feet of new fill beneath final grade should consist of predominantly granular soil. 5 RECOMMENDATIONS 5.1 GRADING 5.1.1 Site Preparation Site preparation should begin with the removal of any existing debris, vegetation and deleterious matter from the areas of the site to be graded and/or that will support new improvements. The existing compressible fill and colluvium should be removed. Some of the alluvium and colluvium below the fill also may need to be removed. It should be noted that paved areas.and miscellaneous exterior improvements may be subject to some distress unless all of the compressible fill and colluvium is removed. SCS& T should observe removal operations, determine when materials suitable for support of new fills are encountered, and evaluate the suitability of excavated materials for reuse in the upper portions of new compacted fill. Those soils judged detrimentally expansive should be stockpiled separately, disposed of off-site, or placed in the deeper portions of high fills, below a depth of five feet below footing and slab bottom grades. The contact at a depth of five feet should be sloped laterally toward the edges of the fill, prevent pending on the expansive soils. The minimum horizontal limits of removal should be five feet outside the perimeter of the improvements or to the property line, whichever is less. Imported materials for use as fill should not contain organic debris or rocks greater than 4 inches in maximum dimension should be predominantly granular with slow permeability, and should have an Expansion Index of 20 or less. An SCS& T representative should observe proposed imported fill materials and, if appropriate, laboratory tests should be performed to confirm the material type and Expansion Index. ~ SIT -· ------.. ---------• • • .. 1111 • - -• • • • • -• Church of Jesus Christ of Latter Day Saints Meeting House SCS&T No. 0011135-2 June 7, 2001 nu-page_§ As presently shown on the plans, the soils exposed at the bottom of the excavation should be scarified to a depth of 12 inches, moisture-conditioned and compacted to at least 90% relative compaction. Relative compaction should be determined in accordance with ASTM 0 1557-91. All references to relative compaction in this report are based on this test method. Excavated soils to be replaced as fill should be moisture conditioned, placed in lifts 8 inches in loose thickness, and compacted to at least 90% relative compaction. The new fill along the drainage channel is to be supported by a retaining wall up to about 20 feet in height. This area currently is underlain by fill over colluvium. In order to support the wall and new fill, a keyway should be constructed beneath the wall and toe of the fill area. The keyway should be at least 20 feet wide at the base and extend at least 5 feet into competent material. For planning purposes, a depth of .a feet into colluvium can be considered. An SCS&T representative should observe excavation for the keyway and to check that the bottom of the keyway extends into suitable materials. Significant quantities of groundwater can be anticipated in excavating in this area. Sloping the bottom to a sump and pumping from the sump will be necessary unless excavation takes place in the dry season. The bottom of the keyway should be sloped back toward the fill at a minimum gradient of two percent. A subdrain should be placed along the back of the keyway. The subdrain should consist of a four-inch minimum diameter perforated plastic pipe surrounded by at least three cubic feet of gravel per foot of length. The gravel should be wrapped in a suitable drainage fabric . 5.1.2 Compaction and Method of Filling Fills should be placed slightly above optimum moisture content, in lifts six to eight inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, expansive soils, or other materials determined to be unsuitable by SCS& T's technicians or project geologist. Fill material should be free of rocks or lumps of soil in excess of six inches in maximum dimension . Utility trench backfill should be compacted to a minimum of 90% relative compaction. The upper 12 inches of subgrade beneath paved areas should be compacted to at least 95% relative compaction. This compaction should be performed by the paving contractor just prior to placing the aggregate bas-e material and should not be part of the mass grading requirements . ~ SIT --------------------• .. • .. • • • • -• • • • -• Church of Jesus Christ of Latter Day Saints Meeting House SCS~T~N~o._Q_Q_111-=3,::._5--=2 _______ _ June 7, 2001 Page 9 All grading and fill placement should be performed in accordance with the City of Carlsbad grading ordinance, the Uniform Building Code, and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix B. 5.1.3 Surface Drainage The drainage around the proposed buildings should be designed to collect and direct surface water away from proposed structures and the tops of slopes toward approved draining facilities. Rain gutters that discharge runoff away from the buildings are recommended on the structures. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structure without pending. In general, it is recommended that the ground adjacent to structures slope away at a gradient of at least two percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least five percent within the first five feet from the structures. The church should maintain drainage patterns approved at the time of fine grading throughout the life of the proposed structures. The church should also limit site irrigation to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occ~r. saturated zones of perched groundwater conditions may occur. 5.1.4 Temporary Excavations Side slopes for excavations in fill and alluvial/colluvial soils extending to a maximum depth of 4 feet should not be steeper than %:1 (horizontal:vertical). Deeper excavations should not be sloped steeper than 1:1. Where excavations requiring steeper slopes will be made, temporary excavation support such as shoring should be provided. SCS&T can provide recommendations for lateral loads if excavation support is needed . 5.2 EARTHWORK All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above supersede those in the standard Recommended Grading Specifications . ~ SIT ---- -----------------.. • -• -• -- • • • • • Church of Jesus Christ of Latter Day Saints Meeting. House SCS& T No. 0011135-2 5.3 FOUNDATIONS 5.3.1 General June 7, 2001 -____ p~g~ !Q Due to the variability of the existing fill and tolluvial deposits, excessive differential settlements could occur if the planned meeting house is supported on shallow foundations unless the compressible soils are removed and replaced as compacted fill in accordance with the recommendations described above. Deep foundations consisting of driven piles or 'drilled, cast-in-place, concrete piers would be a suitable alternate system for foundation support, and would result in minimal structure ·settlements. 5.3.2 Driven Piles Precast, prestressed concrete piles driven to practical refusal in the Delmar Formation underlying the existing fill and colluvial soils, will provide suitable support for the new structure. The type and size of pile most appropriate for the new structure will depend on structural loads and pile layout. Twelve-inch square precast, prestressed concrete piles driven at least 3 feet into Delmar Formatio~ can be designed to support a design load of 45 tons. Practical refusal for piles driven with a hammer developing at least 45,000 foot-pounds of energy per blow can be defined as at least 8 blows per inch for at least 3 inches of driving. SCS&T should observe hammer and pile behavior during driving, and determine when practical refusal has been encountered and driving can be halted. 5.3.3 Drilled, Cast-in-Place Concrete Piers Drilled, cast-in-place concrete piers that extend at least 5 feet into Delmar Formation or the Santiago Desk Volcanics can be des1gned for an allowable bearing pressure at the tip of 20 kips per square foot (ksf). This value can be increased with each additional foot of depth or diameter up to a maximum of 30 ksf. Groundwater can be anticipated in the pier holes, and caving also can occur. Consequently, the contractor should have suitable casing available on-site during pier construction, or drilling fluids capable of maintaining an open hole should be used. Concrete for the piers should be placed through a tremie pipe, and the level of concrete maintained above the end of the pipe as the concrete is placed. A representative of SCS& T should observe drilling for piers, evaluate the materials penetrated, and determine when suitable bearing strata have been reached . 5.3.4 Settlement Characteristics (Deep Foundations) The anticipated total and differential settlements for structures supported on deep foundations are expected to be within tolerable limits. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements . ~ SIT ---- ----------• --------.. • -.. -• -• -• .. • -• Church of Jesus Christ of Latter Day Saints Meeting House SCS& T No. 0011135-2 5.5 EARTH RETAINING WALLS 5.5.1 Foundations June 7, 2001 PeJILe 12 Retaining walls should be supported on deep foundations constructed in accordance with the recommendations above. 5.5.2 Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 350 pounds per square foot per foot of depth (PSF/ft). The coefficient of friction for concrete to soil may be assumed to be 0.35 for the resistance to lateral movement. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior· walls, unless pavements or slabs extend adjacent to the wall. 5.5.3 Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backfields can be assumed to be 35 PSF/ft. For restrained walls a pressure of 50 PSF/ft can be assumed. Wall friction should be neglected when computing loads on walls due to the backfill. These pressures do not consider any other surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assumes a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. 5.5.4 Waterproofing and Backdrain Observation The geotechnical engineer should be requested to verify that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, SCS& Twill not verify proper application of the waterproofing. 5.5.5 Backfill All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. 5.5.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturning and sliding. 5JC SIT --------------------- • • -• • • -• -• -• ---• Church of Jesus Christ of Latter Day Saints Meeting House SCS& T No. 0011135-2 -~----------------~~ June 7, 2001 ~ ~--~-~--------Page 14 The upper 6 inches of subgrade beneath the new pavement section should be scarified, moisture conditioned to slightly above optimum moisture content, and compacted to at least ~ 95% relative compaction as determined by ASTM 0 1557-91. Any soft, loose or disturbed soils should be removed and replaced with compacted fill. The base material should be compacted to at least 95% relative compaction. All materials and methods of construction should conform to good engineering practices and the minimum standards of the County of San Diego. 6 : LIMITATIONS 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 are due to natural processes or the work of man on this or adjacent properties. In addition, changes in. the Standards-of-Practice 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 of the conclusions and recommendations. 7 FIELD EXPLORATION Eight test pits were excavated and 10 test borings were drilled in September and October 2000 to explore subsurface conditions. The fieldwork was conducted under the supervision of our engineering geology personnel. The test pits and borings were logged while they were in progress. The logs are presented on Plate Numbers 4 through 26. The soils are described according to the Unified Soil Classification System illustrated on Plate Number 3. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard . Disturbed and relatively undisturbed samples representative of the materials underlying the site were obtained and returned to the laboratory for testing. 8 LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is presented below: SJC. SIT LOG OF T EST BORING NUMBER B-1 (Conti nued) Date Excavated: 10-13-00 Logged by: GF Equipment: ATV Project Manager: JJS Surface Elevation (ft}: Depth to Water (ft}: 25.5' SAMPLES c 0 Q) ~ 0 g z ~ 0. >-w > -0 ·c 0 0:: (/) Q) -~ I ~ "0 w 0(/) 0 0::: :X:: -1-(/) SUMMARY OF SUBSURFACE CONDITIONS :::> _J 0 0::: 1-._ a.. :::> 1-:::> 0:: = :::> 1-<((/) w 1-1-o::w 0 (/) Q) w .._ z o._ 0 z (/) (/) ~ 0 :::> CD z w 0 <( :::> a.. e.. :2 >-_J 0::: 0 Gray-rust MUDSTONE BED, some slickenslide to waxy 1-22 parting surfaces, very light seepage 1-- -24 --------------------------------------SM Rust to gray, very moist, medium dense to dense, SILTY us 6 9.7 117.8 -26 SAND with CLAY and GRAVEL --------------------------------------CL Gray to mauve to rust, moist to very moist, very stiff, SILTY -28 CLAY (MUDSTONE), moderately fractured - -30 1--- us 7 9.8 124.3 1-32 --------------------------------------SM Rust to gray, very moist, medium dense, FINE SILTY 1-34 SAND with CLAY, abundant GRAVEL us 6 10.6 118.4 1-36 --------------------------------------CL Gray to mauve to rust, very moist, medium stiff, SILTY 1-39 CLAY with CLAYEY SILT ML SANTIAGO PEAK VOLCANICS: White to gray to rust, very us 6 7.8 120.8 '--44 moist to moist, stiff, CLAYEY SILT Bottom of boring at 44 feet ~ SOUTHERN CALIFORNIA CHURCH OF LATIER DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 5 LOG OF TEST BORING NUMBER B -2 Date Excavated: 9-14-00 Logged by: GF Equipment: ATV Project Manager: JJS Surface Elevation (ft): 249.8 Depth to Water (ft): 20.5' SAMPLES c 0 a> ~ 0 g z .3: >-w 0 > 0 <n co ·;:: -g a:: I i= "0 w Ocn u a:: :::.:::: -I-U) ::> ~ 0 a:: I-t-a.. SUMMARY OF SUBSURFACE CONDITIONS _J ::> ~en w ::> I-::> tD ¢! I-I-U) co --z ow 0 B z Ill U) all-~ 0 ::> z w 0 >-~ ::> a.. e ~ a:: 0 SM FILL: Tan to light brown, humid to moist, loose to medium r-2 dense. VERY FINE SILTY SAND, occasional CLAY layers +-. OS ~ 10 -MAX El R CL ,... 12 SL -PH RES 1-14 f-- CL COLLUVIUM: Grayish-black to brown, very moist, stiff, us 1 CON ~ 16 ~ SILTY CLAY ~ 1-20 us 2 13.7 105.5 SM Rust to gray-brown. very moist, medium dense to medium 1-22 ~ stiff, SILTY SAND us 1 1-24 Groundwater at 27' -30 SM Brown to rust, saturated, loose to medium dense, SILTY SAND -33 Bottom of boring at 33 feet due to caving ~ SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS SOIL & TESTIN G, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 6 ----LOG OF TEST BORING NUMBER B-3 -Date Excavated: 9-14-00 Logged by: GF -Equipment: ATV Project Manager: JJS Surface Elevation (ft): 255.6 Depth to Water (ft): 20.5' --SAMPLES co=----- 0 G) -0 g z ~ a. >-w > -en CD 0 ·;::: ~ ~ 0:: I ~ ""0 w 0(/) () 0:: ~ .... 1-en SUMMARY OF SUBSURFACE CONDITIONS :::> _J 0 0:: 1-r-a.. :::> 1-:::> 0:: ~ :::> !::: <((/) w I-1-o::w 0 en CD w .._ z Or-i5 Ill en z 3: 0 :::> Ill z w 0 5 :::> a.. e ~ >-a::: 0 -SM FILL: Tan to light brown, moist, loose to medium dense, --f-2 SILTY SAND -us 1 CON - 4 --f-6 ----------------------------------------CL Dark blackish-brown, very moist, stiff, SILTY CLAY - 8 -• -10 us 10 CON • f-12 -• CL COLLUVIUM: Olive and rust, very moist, stiff, SILTY CLAY -14 us 15 16.4 111.9 .. • -16 • • -18 --------------------------------------ML RusUbrown, very moist, medium stiff, CLAYEY SILT --20 • Boring continues on Plate Number 8 -• -~ SOUTHERN CALIFORNIA CHURCH OF LATTER-DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 10/20/00 JOB NUMBER: 0011135 PLATE NO.: 7 .. -- --·--LOG OF TEST BORING NUMBER B-3 (Continued) -Date Excavated: 9-14-00 Logged by: GF Equipment: ATV Project Manager: JJS Surface Elevation (ft): 255.6 Depth to Water (ft): --SAMPLES c ---- 0 «> ;R u ¢? z a.. >-UJ 0 > 0 ~ 0:: ·~ ~ I (/) Ill ~ "C ~ i! u 0:: ~ -UJ I-(/) SUMMARY OF SUBSURFACE CONDITIONS ::> _J 0 0:: a.. ::> I-::> 0:: ~ ::> I-UJ 1-I-0 (/) Ill w -z 0 Ill (/) z ~ 6 ::> Ill z w 0 >-<( ::> a.. e ~ _J 0:: 0 ----------------------------------------------->---------r-22 SM Rust to tan-gray, moist, medium dense, SILTY SAND with CLAY, abundant GRAVEL, some cobbles - t-24 -f--us 6 9.5 104.8 t-26 -Groundwater at 27' f--SM DELMAR FORMATION: Gray/rust-mauve/pale green, moist, I-28 -interbedded dense, SILTY SAND, stiff SANDY SILT, and --30 stiff CLAY --t-32 --------------------------------------SM White/rust/dark brown, moist, medium dense to dense, -1-34 SILTY SAND with some SILT with GRAVEL us 8 13.1 115.3 --1-36 -Refusal at 37 feet • 1-38 -'-40 --• -~ SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 8 --- ----LOG OF TEST BORING NUMBER B-4 -Date Excavated: 10-12-00 Logged by: GF -Equipment: ATV Project Manager: JJS Surface Elevation (ft): 227.1 Depth to Water (ft): 9.5' --SAMPLES c;::----- 0 OJ -u g z -:!2. 0. >-w > -0 ·c 0 n::: C/) Ill -g I i= "0 w ~~ (.) n::: ~ -1-C/) SUMMARY OF SUBSURFACE CONDITIONS :::> __, <( 0 n::: a.. :::> 1-:::> a:: ¢::! :::> !::: w C/) 1-1-0 Ill w U; C/) z 0 z == 6 :::> Ill z w 0 <( :::> a. e ~ >-__, n::: 0 -CL FILL: Dark brown-black, humid, medium stiff, SILTY -..... 2 CLAY --1-4 -CL ALLUVIUM: Gray-brown-orangish-red, humid, medium • stiff, SILTY CLAY us 39 14.4 107.3 1-6 --1-8 --f-10 Soft to medium stiff below 9.5' -us 32 -f-12 -• -14 CL Light gray-brown, mottled, moist. medium stiff, SILTY CLAY --with trace coarse SAND us 30 20.2 104.5 -16 --18 • -L-20 • Continues on Plate Number 1 0 -• -~ SOUTHERN CALIFORNIA CHURCH OF LAITER DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 9 • -- ----LOG OF TEST BORING NUMBER B-4 (Continued) Date Excavated: 10-12-00 -Logged by: GF Equipment: ATV Project Manager: JJS -Surface Elevation (ft): 227.1 Depth to Water (ft): 9.5' -SAMPLES -C' ---- 0 (j) ~ () £ z Q. >-w > -a::: -(/) co 0 ·.:: e._. ~ :r: i= "0 w ~~ () a::: ~ .... 1-(/) SUMMARY OF SUBSURFACE CONDITIONS :::> _J <( 0 a::: ~~ a.. :::> 1-:::> a::: ~ :::> t: w 1-0 (/) co w -. 1-z 0 1/) (/) z ;:: 0 ::> co z w 0 >-<( :::> a.. e ~ _J a::: 0 -Humid to moist, stiff below 20' us 66 -f-22 --f-24 -DELMAR FORMATION: White-brown, gray-brown-green, us 78 13 124.1 -~ 26 mauve and orange, interbedded SILTSTONE and MUD--STONE, moderately weathered, moderately indurated -1-28 --1-30 Light green and mauve, moist, very stiff, CLAY. trace us 67 -medium SAND -f-32 -• -34 Light green and mauve, moist, hard, CLAYSTONE us 76 19.6 106.3 --36 and SILTSTONE • -1-38 • • '--40 us 65 • Bottom of boring at 40 feet • • • ~ SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 10 --- - -----------------• • • • .. • • • • • • • • • • -• -- LOG OF TEST BORING NUMBER B-5 Date Excavated: 10-12-00 Logged by: GF Equipment: ATV Project Manager: JJS Surface Elevation (ft): 238.9 Depth to Water (ft): 20.5' SAMPLES 0 Q) -g z ~ w 0 > 0 (j) en ·c: -I i= "0 w (.) 0::: :::.:::: -1-(j) SUMMARY OF SUBSURFACE CONDITIONS :::> ....J <( 0 0::: a. :::> 1-:::> 0:: ¢! :::> w 1-1-0 (j) en w --1/) (j) 0 z :: 0 z w 0 Q. :::> e ~ CL ALLUVIUM: Brown, moist, medium stiff, SANDY CLAY 1-2 1--- 1--- 1-4 - 6 CL Brown and mottled orange, humid, medium stiff, CLAY. us 70 ~ trace medium SAND -10 \ us 74 15.9 1-14 CL DELMAR FORMATION: Mottled orange and brown, inter-1-16 f\ \ bedded and moderately weathered, moderately indurated, \ 1-18 ' CLAYSTONE and SILTSTONE ----------------------------------- Light green-mauve, moderately weathered, moderately 1-20 indurated CLAYSTONE and SILTSTONE us 70 14.7 1-22 '-24 Bottom of boring at 22.5 feet ~ SOUTHERN CALIFORNIA CHURCH OF LATIER DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 11 c () a. >--0::: ~ g~ !::: z :::> en <( >-0::: ....J 0 107.0 107.1 . LOG OF TEST BORING NUMBER B-7 Date Excavated: 10-12-00 Logged by: GF Equipment: ATV Project Manager: JJS Surface Elevation (ft): 228.0 Depth to Water (ft): 20.5' SAMPLES c 0 Q) -(.) g z ::R a. >-w 0 > 0 -(/) co ·;:: -~ n:: I ~ "0 w OCf) () a::: :X:: -I-(/) :::> ..J 0 a::: 1-1- 0.. :::> SUMMARY OF SUBSURFACE CONDITIONS I-:::> n:: ~ :::> != <(Cf) w 1-I-n::w 0 (/) co w --z 01-0 Vl (/) z ~ 6 :::> 0) z w 0 :5 :::> a. e :2: >-a::: 0 CL ALLUVIUM: Light brown, moist, medium stiff. SILTY CLAY - 2 r-4 - 6 us 28 Moist, soft to medium stiff below 5' r-8 1-·-· ----·-·-·-·-·-·-------·-·-·-------·-·-·---·-·-·-· us 27 20.3 99.6 r-10 CL Green and orange, mottled, moist, soft to medium stiff, I-12 CLAY r-14 DELMAR FORMATION: Mottled green. orange and dark brown, CLAYSTONE, highly weathered. slightly indurated us 48 I-16 I-18 Moderately weathered, moderately induated below 21' us 58 11.1 113.5 '-20 Bottom of boring at 20 feet ~ SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 13 LOG OF TEST BORING NUMBER B-8 Date Excavated: 10-13-00 Logged by: GF Equipment: ATV Project Manager: JJS Surface Elevation (ft): 250.5 Depth to Water (ft): 20.5' SAMPLES c 0 Q) -u g z ~ a. >-w > ~ (/) en 0 ·;::: e._ ~ a::: I i= "0 0(/) () 0:: ~ 0 w 1-(/) SUMMARY OF SUBSURFACE CONDITIONS :::l _J <( 0:: 1-1-a. => 1-:::l a::: = :::l 1-<((/) w 1-a:::w 0 (/) en w Iii 1-z Ot-0 z (/) ~ 6 :::l Cl) z w 0 :5 :::l a. e ~ >-0:: 0 sc FILL: Tan-gray, moist, medium dense, CLAYEY SAND 1-2 f-- 1-4 f-- -------------------------------------- -6 SM Gray/mottled orange, humid to moist, loose to medium us 25 15.8 104.7 dense, CLAYEY SILTY SAND -8 CL ALLUVIUM: Dark brown-black, moist, medium stiff, SILTY us 28 f-10 CLAY f-12 f-- 1-14 ~ -------------------------------------- ML White with dark brown spots, moist, medium stiff, CLAYEY us 37 14.3 97.6 t-16 SILT 1-18 CL Dark tan with sand granules, moist, medium dense to .... 20 medium stiff, SILTY CLAY us 27 Boring continues on Plate Number 15 ~ SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS SOIL & TESTING, INC. BY: JS DATE: 10/20/00 JOB NUMBER: 0011135-2 PLATE NO.: 14 LOG OF TEST TRENCH NUMBER T -1 Date Excavated: 9-13-00 Logged by: TW Equipment: Backhoe Project Manager: JJS Surface Elevation (ft): 255.0 Depth to Water (ft): SAMPLES <.? c 0 € 0 0 ~ c.. >-~ _, w ~ -a:: I (.) (]) w ~ 0 a:: (/) 1-I ::::> ~ a:: 1-1---' q:: a.. a.. SUMMARY OF SUBSURFACE CONDITIONS 1-::::> ::::> 1-a:: (/) UJ q:: (/) 1-UJ 0 (]) z 0 a:: 0 (/) 1- <.? 6 ::::> (]) z >-:5 ::::> :2 a:: 0 SM FILL: Dark brown and tan-orange, humid to moist, CK PI "" ~ f--SA loose, SILTY SAND El f-2 CH COLLUVIUM: Dark brown, moist, stiff to medium stiff, CK r-4 SILTY CLAY f-6 ML DELMAR FORMATION: Orange-brown and tan, moist, medium stiff to stiff, SANDY SILT with CLAY, highly f-8 weathered. highly fractured CK 12.7 104.4 CK ....___ Moist to very moist, stiff to very stiff PI f-10 f--SA El r-12 Trench ended at 12 feet 1-14 f-16 1-18 '-20 sc SOUTHERN CALIFORN IA CHURCH OF LA TIER DAY SAINTS ST SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 19 ------------------• -------• -• -• -• -• -- LOG OF TEST TRENCH NUMBER T -?. Date Excavated: 9-13-00 Logged by: TW Equipment: Backhoe Project Manager: JJS Surface Elevation (ft): 254.0 Depth to Water (ft): SAMPLES C9 c 0 -u g 0 :::R a. >-_J w 0 -0:: co -g I () 0:: w 0 (/) 1-:C :X:: 0:: 1-1-SUMMARY OF SUBSURFACE CONDITIONS ::> _J <( a.. a.. 1-:-::> ::> 1-0:: (/) w <( (/) co 1-z 0 w 0 0:: 0 (/) 1- <.9 6 ::> co z >-<( ::> ~ 0:: _J 0 SM FILL: Tan to orange to dark brown to green, humid to r-- f-2 moist, loose, SILTY SAND CK f-- - 4 CL COLLUVIUM: Dark brown, moist to wet, medium stiff '-6 to stiff, SILTY CLAY f-- CK t-- c-8 MH DELMAR FORMATION: Orange and tan-green, moist f-- -10 to wet, medium stiff to stiff, SANDY CLAYEY SILT, CK ..__ weathered from 8'-11' r-12 Trench ended at 12.5 feet f-14 f-16 -18 -20 sc SOUTHERN CALIFORNIA CHURCH OF LA TIER DAY SAINTS 5'!1" SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 20 ---... ---... -----.. -.. -• --• • ---.. -• -.. -• -• -• -- LOG OF TEST TRENCH NUMBER T-3 Date Excavated: 9-13-00 Logged by: TW Equipment: Backhoe Project Manager: JJS Surface Elevation (ft): 252.0 Depth to Water (ft): SAMPLES <.9 10:' Cl -u ¢? 0 ~ a. >-....J w ~ -a::: 0 cc w ~ 0 I a::: (/) 1-I :::> ~ a::: 1-1-SUMMARY OF SUBSURFACE CONDITIONS ....J <( a.. a.. 1-:::> :::> 1-a::: (/) w <( (/) 1-w Cl cc (/) z 0 1-a::: 0 0 :::> cc <.9 z >-<( :::> ::2: a::: ....J Cl SM FILL: Orange and tan, moist, loose to medium dense, - 2 SILTY SAND I-4 CL COLLUVIUM: Dark brown, humid to moist, stiff to very stiff, SIL TV CLAY CK 12.5 114.3 I-6 ~ PI ~ SA El I-8 CK I-10 ML DELMAR FORMATION: Olive-green and brown, moist to ~ I-12 very moist, stiff, CLAYEY SILT ~ CK I-14 Trench ended at 13.5 feet -16 -18 -20 sc SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS ST SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 21 • -LOG OF TEST TRENCH NUMBER T-5 .., Date Excavated: 9-13-00 Logged by: TW Equipment: Backhoe Project Manager: JJS -Surface Elevation (ft): 248.0 Depth to Water (ft): -SAMPLES -• --- (!) 0 -u g 0 :::R 0. >-_.J w e.... ~ 0::: ~ aJ g 0 I 0::: ~ w U) 1-I SUMMARY OF SUBSURFACE CONDITIONS ::J _.J 0::: ~ 1-a. a. 1-::J ::J 1-0::: U) w <( U) co 1-z 0 w 0 0::: 0 U) 1- 5 ::J aJ (!) z >-<( ::J ~ 0::: _J 0 -SM FILL: Orange-tan, humid to moist, loose to medium -• - 2 dense, SILTY SAND -1-4 -1---1-6 CK r--16.1 103.1 SA • MAX OS CL .. 1-8 SL • PH R -1-10 • -1-12 • 1-14 -----------------------------------CL Dark tan to medium brown, moist, medium stiff • ~ to stiff, SILTY SANDY CLAY CK CON 1-16 -Trench ended at 15 feet • -18 -• ~ 20 -• • • sc SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS ST SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 23 ---- LOG OF TEST TRENCH NUMBER T-7 Date Excavated: 9-13-00 Logged by: TW Equipment: Backhoe Project Manager: JJS Surface Elevation (ft): 238.0 Depth to Water (ft): SAMPLES <.9 c 0 ~ 0 g 0 ~ .e >-....J w e._. 0:::: I () co w ~ 0 0:::: ~ f-(/) f-I Sl)MMARY OF SUBSURFACE CONDITIONS ::::> ....J 0:::: <( f-0.. 0.. f-::::> ::::> f-0:::: (/) w <( (/) (l) f-z 0 w 0 0:::: 0 (/) f- 0 ::::> co <.9 z >-::i ::::> ~ 0:::: 0 SM FILL: Tan and orange, humid to moist, loose, SILTY ~ 2 "" SAND ~ sc ALLUVIUM: Dark brown, humid to moist, loose to f-4 medium dense, CLAYEY SAND, highly porous@ 0-4', more porous@ 4'-8' f-6 ---------------------------------- ML Green and orange, moist, medium stiff, CLAYEY SILT ---------------------------------- -8 SM Dark red-brown, moist, medium dense, SILTY SAND ML COLLUVIUM: Green and orange, moist to very moist, CK PI -10 medium stiff to stiff, CLAYEY SILT SA f-12 Cobbles between 12'-13.5' Seepage at 12' f-14 Trench ended at 13.5 feet f-16 -18 -20 sc SOUTHERN CALIFORNIA CHURCH OF LA TIER DAY SAINTS ST SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 25 LOG OF TEST TRENCH NUMBER T-8 Date Excavated: 9-13-00 Logged by: TW Equipment: Backhoe Project Manager: JJS Surface Elevation (ft): 253.0 Depth to Water {ft): SAMPLES <.9 c:;:- 0 -0 g 0 cf!. a. >-..J w -0:: co -~ I () 0:: ~ UJ 0(/) 1-I SUMMARY OF SUBSURFACE CONDITIONS ::J ..J 0:: 1-1-a.. a.. 1-::J ::J 1-<((/) UJ <( (j) co 1-z O::w 0 0:: a (/) 01- <.9 0 ::J co z >-:5 ::J ~ 0:: 0 SM FILL: Tan and orange, humid to moist, loose to dense, r-- - 2 SILTY SAND '-- CL ALLUVIUM: Dark brown, moist to very moist, medium stiff to stiff, SILTY CLAY r-4 I-6 CL COLLUVIUM: Brown, moist, medium stiff to stiff, SILTY -8 CLAY CK DS Dark gray-brown with orange, moist, stiff, -10 highly expansive -CK 16.9 110.\J PI SA - r-12 I-14 Trench ended at 13 feet ~ 16 I-18 '-20 sc SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS ST SOIL & TESTING, INC. BY: JS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO.: 26 II II II II 1111 f I 1 r I I I I I I I I I I I I I I J I I I I I I U.S. Standard Sieve Sizes 100 1 j l3" 1 _ _ 1 1-r2" 1 ~· -1'4" _!'?." 3ta" , ~ _: _ -~ , #3_~1 J #so_ _ #1oo _ 1 too ______ Hydro~et~ 1 1 __ r __ I---~-_ __ '~ ·r i· I~[-<------f-~~-~ ~ r·:· ~ -r--j -·-~t~lP{-1-~--I------~--~ --~~--.. :: It~ -ll Lli -+h j -If 11 1 :H J?tfijt:-::cL: m ~--• j_ -~ ·r=~~. ~ :1 1-I ----· .. . ~~ ; -< il, : 1 . ' lt-1 : . j ! F --~-~~-----------+------- ..c: 70 --~~------r~ ~--~ . ,+-j--,-~.---j _; ~-~----j ._ +---,-~,, ; ~-.-:--_-T-8@95-10s·-··-----·~ .. -j " -f.-------. ·_Jl_ --l.l' J : I . I IL .. !····j I_ jli --_jl: H IIi -I ----1----t-.'::..:....--. r--r--N~ . . -----~ 60 H --· I:,_ ! -~ -----+ ; ! .,, .· 1-1 iJ r----___ _L_____ l':l~-~--~-r----- ~ so -+--+---H-----++-~-r-+--r --+1--" ' -H-f ; -. i i I fhf .. --. ~ --T ~ 7iiil-as-s· . -:-::.:.~, U: o----H-! \ 1-----'-L-, -~ _;.J. ·. !, .. I I 1 140 :ill_:~·i IJ+ -H-t '~'I . . :~~ ' ,.;.: ~; ' ·- a. 30 I ------.-r -rr--------t-t-1-t-+,--t I -, ~ ~ .. -j~--~ ·t· 1 ; t , :11 r-----f---f--t-t-+-t--t-----~---- 1 ~-... ' + _ . :. _ : .! l . . -J~ -.l -t l L,-+ 20 -,.---I--!--+----i---+-q-' L+i -1----_L__ i I I i -~ I 1 o c.~--! :~ -=L, I · ----, · ---j_! 1 : -_: ++-t 1---1-j ---++-UU!'! -~ __;___ --------· j_ 0 ± 1-r,,l----,.:,'. I i 1--J·t= i f 11+lT L~Jt!. t! +--~--·-·--+++f--+-+-i ::==-~--+-f-------__ --·. ... ! i __ _L_L__ ! L lU_j__ I I ! -.' ! . . I ·-;---L;-~~-f-1.--'--'---'----'-+-. -'----' . ' -f--L.l..J.-"--'---'---'-~.J__--. i 100 10 COARSE I ANE GRAVEL SAMPLE BORING NO.: SAMPLE DEPTH: Grain Size in Millimeters !coARSE I MEDIUM I FINE I SAND LOCATION: Carlsbad, California BSW Project No.: 45001000 Date of Investigation: 9/13/00-9/15/00 and 10/13/00 Field Work Supervisor: MPF 0.1 0.01 SILT AND CLAY SAND EQUIVALENTS SOUTHERN CALIFORNIA CHURCH OF LATIER DAY SAINTS ; .. sc SOIL & TESTING, INC. ··s:·~ BY: JJS DATE: 06-01-01 JOB NUMBER: 0011135-2 PLATE NO: 30 0.001 ------------------~-~------~ -· ------------------··---, -Consolidation Test Results i i - I -Pressure (tsf) -0.01 0.1 1 10 0.0 l<i~r~ ~~·,~~:~;,···. . " 1:-·;. 1.0 l'i.· . -~:,-.,,_, .. t.: . .: : . t I_?;·~ ·;.-. I ·'· . 2.0 . '·' ' . . . . . -~· i . ,~ '-' 3.0 •\ .. ": ·::' , .. ·;.1 . I ~ .. •ti;, I ... ! e.... 4.0 ' c .' ·: •. ,. . . Q .. ·.r ~ . . iii 5.0 ,·. • ..... !~-!--T_~@ 1~-1~~ :2 ' _ .... 0 ., <I) ~ c 6.0 ., 0 (.) .. \ 7.0 .. ·,·.· '·'-; . .',.; ' ·' ,. ,-'K 8.0 ----------9.0 ". ; . ...• , r• ~ ~-~ I 10.0 ~ I - i ~· -------~---------~--~------------------------• Location: Carlsbad, California BSW Project No.: 4500100 -Date of Investigation: 9/13/00-9/15/00 and 10/13/00 Field Work Supervisor: MPF • --• "·•. ,S£ SOUTHERN CALIFORNIA CHURCH OF LATTER DAY SAINTS s:·~> SOIL & TESTING BY: JJS/SD DATE: 06-01-01 r. ..._,~ JOB NUMBER: 0011135-2 PLATE NO.: 36 -• .. • -• - -- ---------------.. • • • • • .. • .. • .. • • • -• .. • SAMPLE 8-2@ 10-12' T-5@2 5-6' SOUTHERN CALIFORNIA ~sc. SOIL & TESTING, INC. 5~:' CORROSJVITY TEST RESULTS pH RESISTIVITY 0-cm 7.0 361 7.7 421 CHURCH OF LATTER DAY SAINTS BY: JJS/SD DATE: 11/3/2000 ~OB NUMBER: 0011125 PLATE NO.: 49 ----------------.. • -• • • -.. --• • • • • • • • • • • • . Church of Jesus Christ of Latter Day Saints Meeting House SCS& T No. 0011135-2 CHURCH OF JESUS CHRIST OF LATTER DAY SAINTS MEETING HOUSE CAMINO DE LOS COCHES AT VIA CALENDO CARLSBAD, CALIFORNIA June 7, 2001 Appendix A, PageA 1 RECOMMENDED GRADING SPECIFICATIONS-GENERAL PROVISIONS GENERAL 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 soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and/or the attached Special provisions are a part of the Recommended Grading Specifications and should supersede the provisions contained hereinafter in the case of conflict. These specifications should only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwqrk in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, .changes and new information and data so that he may provided these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer should be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction will be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work . Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: . • Maximum Density & Optimum Moisture Content -ASTM D 1557 • Density of Soil In-Place-ASTM D 1556 or ASTM D 2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures . SiC . Sft· -------------------.. ---- • • il • • • • il • • • Church of Jesus Christ of Latter Day Saints Meeting House SCS& T No. 0011135-2 June 7, 2001 ~ ~ . m_&J_Qendix A. Page 4 . other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method ·of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations atintervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined ' strata of a potentially adverse n~ture, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions ~hall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work . RECOMMENDED GRADING SPECIFICATIONS-SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction . SiC . srt·