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Home My WebLink AboutCDP 2017-0001; PRITCHARD RESIDENCE; ADDENDUM NO. 3 - RESPONSE TO COMMENTS; 2017-11-06Date: To: 1 1 V H11 '< 't I F l 1 November 6, 2017 Robert and Cathy Pritchard c/o Brian Church Architecture 330 S. Cedros Avenue Solana Beach, CA 92075 C ' ""lfC l A Q ~lf,9 RECORD COPY 4=C ifiilt:1 Initial Date Re: Proposed new residence to be located at 5098 Shore Drive, Carlsbad, California Subject: Addendum No. 3 -Response to Comments References: 1) Geotechnical Investigation & Foundation Recommendations proposed new residence to be located at 5098 Shore Drive, Carlsbad, California, prepared by Engineering Design Group, dated December 23rd, 2016. 2) Response to city comments, Proposed residence to be located at 5098 Shore Drive, Carlsbad, California; prepared by Engineering Design Group, Dated February 28th, 2017. 3) Response to city comments, Proposed residence to be located at 5098 Shore Drive, Carlsbad, California. Prepared by Engineering Design Group, Dated May 7th,2017. 4) Redline Comments from City of Carlsbad, undated. We have provided the following response to City of Carlsbad comments (reference No.4) Seismic Parameters: The following table shows the 2016 CBC Seismic Design Parameter values. Site Class D Spectral Response Coefficients SMs (g) 1.210 SM1 (g) 0.699 Sos (g) 0.807 ' So1 (g) 0.466 Temporary Slopes: RF.CEIVED NOV 14 2017 LAND DEVELOPMENT E::NG !NEER! NG The maximum slope of temporary backcuts shall be 1:1 (Horizontal:Vertical). All temporary cut slopes shall be excavated in accordance with OSHA requirements and shall not undermine adjacent property or structures without proper shoring of excavations and/or structures. If vertical cuts are to be performed, they shall be done in accordance with all applicable OSHA requirements. If you have any questions regarding this letter please do not hesitate to contact our office. Sincerely, ENGINEERING DESIGN GROUP Steven Norris Erin E. Rist California GE#2590, CEG#2263 Ca lifornia RCE #65122 ENGINEERING Ill ?.:J~: ~~:~:,oo,, Cal;fomia 92069 • (760) 839-7302 • Fa" (760) 480· 7 477 • www.des~ngm,pca.com GEOTECHNICAL INVESTIGATION & FOUNDATION RECOMMENDATIONS PROPOSED NEW RESIDENCE TO BE LOCATED AT 5098 SHORE DRIVE, CARLSBAD, CALIFORNIA EOG Project No. 165692-1 December 23rd, 2016 PREPARED FOR: Robert and Cathy Pritchard c/o Brian Church Architecture Attn: George Hideg 330 S. Cedros Avenue Solana Beach, CA 92075 ENGINEERING In ~~1: ~:.~~::rcos, Califom;a 92069 • (760) 839-7302 • F "" (760) 480-7 477 • www.des;gngro,pca.com Date: To: Re: Subject: December 23rd, 2016 Robert and Cathy Pritchard c/o Brian Church Architecture Attn: George Hideg 330 S. Cedros Avenue Solana Beach, CA 92075 Residence to be located at 5098 Shore Drive, Carlsbad, California. Geotechnical Investigation and Report In accordance with your request and our signed proposal we have performed a limited subsurface investigation of the subject site for the proposed new residence. The findings of the investigation, earthwork recommendations and foundation design parameters are presented in this report. In general, it is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and generally accepted construction practices are followed. If you have any questions regarding the following report please do not hesitate to contact our office. Sincerely, ENGINEERING DESIGN GROUP Erin E. Rist RCE 65122 Steven Norris GE 2590 Table of Contents 1.0 SCOPE ................................................................................................................................................ 1 2.0 SITE AND PROJECT DESCRIPTION ...................................................................................................... 1 3.0 FIELD INVESTIGATION ....................................................................................................................... 1 4.0 SUBSOIL CONDITIONS ....................................................................................................................... 1 5.0 GROUND WATER ............................................................................................................................... 2 6.0 LIQUEFACTION .................................................................................................................................. 3 7.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................................................... 3 7.1 GENERAL ....................................................................................................................................... 3 7.2 EARTHWORK ................................................................................................................................. 3 7.3 FOUNDATIONS .............................................................................................................................. 5 7.4 CONCRETE SLABS ON GRADE ........................................................................................................ 7 7.5 RETAINING WALLS ....................................................................................................................... 10 7.6 SURFACE DRAINAGE .................................................................................................................... 13 8.0 CONSTRUCTION OBSERVATION AND TESTING ............................................................................... 13 9.0 MISCELLANEOUS ............................................................................................................................. 14 FIGURES Site Vicinity Map .......................................................................................................................... Figure No. 1 Site Location Map ........................................................................................................................ Figure No. 2 Location of Exploratory Test Borings ........................................................................................... Figure No. 3 Boring Logs 1 -2 ............................................................................................................... Boring Logs No. 1-2 APPENDICES References .................................................................................................................................... Appendix A General Earthwork and Grading Specifications ............................................................................ Appendix B Laboratory Testing ...................................................................................................................... Appendix C Retaining Wall Drainage Detail ................................................................................................... Appendix D 1.0 SCOPE This report gives our recommendations for the proposed new residence to be located at 5098 Shore Drive, Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No . 2, "Site Location Map"). The scope of our work conducted onsite to date has included a visual reconnaissance of the property and surrounding areas, review of geologic maps, a limited subsurface investigation of the subject property, preparation of this report presenting our findings, conclusions and recommendations. 1.0 SITE AND PROJECT DESCRIPTION The subject property is located at 5098 Shore Drive, Carlsbad, California. For the purposes of this report it is assumed the property faces west. The property is bordered to the east and south by similarly developed homes and to the north and west by Shore Drive. The general topography of the site area consists of coastal foothill terrain. The topography of the property consists of a generally flat building pad. The lot generally slopes descending from east to west. At the time of this report the lot is developed with a single family one-story residence and general landscape and flatwork improvements. Based upon our review of the preliminary site plan, we understand the development will consist of the demolition of the existing structure and the construction of a new single family multi-story structure with a partial footprint basement. 2.0 FIELD INVEST/GA TION Our field investigation of the property consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of two exploratory borings in the general areas of proposed construction, logging of soil types encountered and sampling of soils for laboratory testing. The locations of our test borings are given in Figure No. 3, "Site Plan and Approximate Location of Borings". 3.0 SUBSOIL CONDITIONS Based upon our subsurface investigation of the property the site soil profiles and soil types are described as follows: Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 1 Job No. 165692-1 3.1 Topsoil/Fill/Weathered: Topsoil/fill, unsuitable materials were encountered to a depth of approximately 5-8 feet below adjacent grade in our borings. Topsoil materials consist of brown to reddish brown, moist, medium dense, silty sands. In general, these materials are not considered suitable for the support of structures and structural improvements in their present state. Unsuitable soil materials cla ssify as SW-SM according to the Unified Soil Classification System, and based on visual observation, are considered to possess low potential for expansion. 3.2 Sandstone: Sandstone was found to underlie the fill/weathered profiles material within our boring excavations. This layer consists of dense, light brown to brown, moist, silty sandstone. These materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SM-SW according to the Unified Soil Classification System, and based on visual observation and our experience, possess a low potential for expansion. 4.0 GROUND WATER Static ground water was not encountered during our limited subsurface investigation. Groundwater is not anticipated to pose significant constraint to construction, however based upon our experience, perched groundwater conditions can develop where no such condition previously existed. Perched groundwater conditions can develop over time and can have a significant impact, especially at basements. In consideration of the habitable ba sement space proposed we recommend a waterproof membrane beneath any basement concrete slab on grade floors. Waterproofing membranes shall be specifically detailed by waterproofing consultant. If groundwater conditions are encountered during site excavations, a slab underdrain system may be required. Trenches below basement should be detailed with perimeter and trench cut-off walls keyed into competent sandstone. Where infiltration facilities are proposed in proximity of the residence, infiltration facilities shall maintain a minimum horizontal offset of 10 feet from any building slabs that are not detailed with waterproof membranes or be lined with an impermeable membrane. Infiltration facilities shall maintain a minimum offset from any top of slope. This distance will be based on specific site conditions and reviewed on a case by case basis. Proper surface drainage and irrigation practices will play a significant role in the future performance of the project. Please note in the "Concrete Slab on Grade" section of this report for specific recommendations regarding water to cement ratio for moisture sensitive areas. The Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 2 Job No. 165692-1 project architect and/or waterproofing consultant shall specifically address waterproofing details. 5.0 LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the soils materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic settlement at the site is considered low. The effects of seism ic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. 6.0 CONCLUSIONS AND RECOMMENDATIONS 6.1 GENERAL In general, it is our opinion the proposed new residence, as discussed and described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and all applicable codes are followed. We anticipate the basement excavations proposed will extend through topsoil, fill and weathered profiles to competent sandstone. We anticipate a removal and recompaction below the non-basement area, including slab-on-grade floors and the co lumns for the new upper level. We anticipate the bottom of footings will extend to competent sandstone or recompacted fill; and the new slab on grade will be placed on compacted backfill. Based upon review of proposed cuts we anticipate shoring, along the eastern and southern property line, at a minimum will be necessary. 6.2 EARTHWORK We anticipate in general grading will consist of the excavation and backfill associated with the basement and first floor footings. Where grading is conducted it should be done in accordance with the recommendations below as well as Appendix B of this report and the standards of city and state Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 3 Job No. 165692-1 agencies, as applicable. 6.2.a. Site Preparation Prior to any grading, the areas of proposed improvements should be cleared of surface and subsurface debris (including organic topsoil, vegetative and construction debris). Removed debris should be properly disposed of off-site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted. 6.2.b. Removals Topsoil, weathered and fill profiles found to mantle the site, approximately upper 5-8 feet in the area investigated, are not suitable for the structural support of buildings or structural improvements in their present state. In the areas of new basement, we anticipate in general these materials will be removed as part of the basement foundation excavations. Where the new residence extends beyond the basement, existing unsuitable profiles should be removed and recompacted. Excavated fill materials are suitable for reuse as fill material during grading provided they are cleaned of debris and oversize material in excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and free of contamination. 6.2.c. Transitions We anticipate all foundations will be extended to competent sandstone and recompacted fill material. All settlement sensitive improvements should be constructed on uniformly supported improvements. In consideration of the transition across basement retaining wall backfill, we recommend the upper 3 feet be compacted to 95% minimum relative compaction. Where this condition cannot be met it should be brought to the attention of Engineering Design Group for alternative detailing. 6.2.d. Fills Any placed fills should be brought to approximately +2% of optimum moisture content and re-compacted to at least 90 percent re lative compaction and 95 percent in upper three feet (based on ASTM D1557). Compacted fills should be cleaned of loose debris and oversize material in excess of 6 inches in diameter, brought to near optimum moisture content, and re-compacted as described above. Fills should generally be placed in lifts not exceeding 6-8 inches in thickness. Import of soi l material is Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 4 Job No. 165692-1 not anticipated, however if import material is required, soils should have a very low potential for expansion (EI<20), free of debris and organic matter. Prior to importing soils, they should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. 6.2.e. Slopes Where new slopes are constructed permanent slopes may be cut to a face ratio of 2:1 {horizontal to vertical). Permanent fill slopes shall be placed at a maximum 2:1 slope face ratio. All temporary cut slopes shall be excavated in accordance with OSHA requirements and shall not undermine adjacent property or structures without proper shoring of excavation and/or structures. Subsequent to grading, planting or other acceptable cover should be provided to increase the stability of slopes, especially during the rainy season (October thru April). Contractor shall take all necessary precautions, including shoring, to protect improvements at the street and at adjacent properties during anticipated excavations. All shoring lagging shall extend to the bottom of the excavation. 6.3 FOUNDATIONS The following design parameters may be utilized for new foundations founded on competent sandstone or recompacted material. 6.3.a. Footings bearing uniformly on competent sandstone or recompacted material may be designed utilizing maximum allowable soils pressure of 2,000 psf. Where footings extend below a depth of 5 feet below existing grade an additional 500 psf may be added to the above bearing capacity for each additional foot of depth to a maximum bearing capacity of 3,000 psf. 6.3.b. 2013 CBC Seismic Design Parameters Site Class D Spectral Response Coefficients SMs (g) SM1 {g) Pritchard Residence 5098 Shore Drive, Carlsbad, California 1.210 0.699 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 5 Job No. 165692-1 I Sos (g) S01 (g) I 0807 0.466 6.3.c. Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 6.3.d. The parameters in the table below should be used as a minimum for designing new footing width and depth below lowest adjacent grade into sandstone and recompacted material. Footing depths are to be confirmed in the field by a representative of Engineering Design Group prior to the placement of form boards, steel and removal of excavation equipment. No. of Floors Minimum Footing Width *Minimum Footing Depth Below Supported Lowest Adjacent Grade 1 15inches 18inches 2 15 inches 18inches 3 18inches 24 inches 6.3.e. All footings founded into competent material should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary, and should be reviewed by project structural engineer prior to construction. 6.3.f. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. 6.3.g. For footings adjacent to slopes a minimum of 10 feet horizontal setback in competent material should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition cannot be met it should be brought to the attention of the Engineering Design Group for review. Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 6 Job No. 165692-1 6.3.h. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 6.3.i. All foundation subgrade soils and footings shall be pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. 6.4 CONCRETE SLABS ON GRADE We anticipate all new concrete slab-on-grade floors should be placed on competent sandstone or recompacted fill. Where new slabs are proposed we recommend the following as the minimum design parameters. 6.4.a. Concrete slabs on grade of the residence should have a minimum thickness of 5 inches and should be reinforced with #4 bars at 18 inches o.c. placed at the midpoint of the slab. 6.4.a.i Slump: Between 3 and 4 inches maximum 6.4.a.ii Aggregate Size: 3/4 -1 inch 6.4.a.iii Moisture Sensitive Areas: (i.e. floors, below grade walls) Maximum Water to Cement Ratio -0.45 maximum (per ACI 318) Compressive Strength ::::4,500 psi minimum (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer). This recommendation is intended to achieve a low permeability concrete. 6.4.a.iv Moisture retarding additive: in concrete at concrete slab on grade floors and moisture sensitive area. Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 7 Job No. 165692-1 6.4.a.v Corrosion Potential: Based upon laboratory testing conducted as part of the field investigation onsite soils indicate exposure categories SO and Cl according to ACI 318 standards. The project structural engineer to note increased concrete protection requirements, as applicable. Where onsite improvements propose the use of reclaimed water, onsite soils are to be considered moderately to highly corrosive to buried metals. Precautions should be taken to protect all buried metals. As EDG is not an expert in corrosion protection all corrosion recommendations shall be provided by the corrosion consultant. 6.4.a.vi Non-Moisture Sensitive Areas: Compressive Strength = 2,500 psi minimum. In moisture sensitive areas, the slab concrete should have a minimum water to cement (w/c) ratio of 0.45, generally resulting in a compressive strength of approximately 4,500 psi (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) as determined by the w/c ratio. 6.4.b. In moisture sensitive areas, the slab concrete should have a minimum water to cement (w/c) ratio of 0.45, generally resulting in a compressive strength of approximately 4,500 psi (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) as determined by the w/c ratio. This recommendation is intended to achieve a low permeability concrete. 6.4.c. In areas of level slab on grade floors we recommend a one-inch layer of coarse sand material, Sand Equivalent (S.E.) greater than 50 and washed clean of fine materials, should be placed beneath the slab in moisture sensitive areas, above the vapor barrier. There shall be not greater than an ½ inch difference across the sand layer. 6.4.d. In subterranean areas (i.e. basement areas) we recommend a waterproof membrane. In non-basement moisture sensitive areas, a vapor barrier layer (15 mil) should be placed below the upper one inch of sand. The vapor barrier shall meet the following minimum requirements: 6.4.d.i 6.4.d.ii Pritchard Residence Permeance of less than 0.01 perm [grains/(ft2 hr in/Hg)] as tested in accordance with ASTM E 1745 Section 7.1. Strength per ASTM 1745 Class A. 5098 Shore Drive, Carlsbad, California Page No. 8 Job No. 165692-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 6.4.d.iii The vapor barrier should extend down the interior edge of the footing excavation a minimum of 6 inches. The vapor barrier should lap a minimum of 8 inches, sea led along all laps with the manufacturer's recommended adhesive. Beneath the vapor barrier a uniform layer of 3 inches of pea gravel is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. 6.4.e. The project waterproofing consultant should provide all waterproofing, slab underdrain, slab sealers and various other details, specifications and recommendations {i.e Moiststop and Linkseal) at areas of potential moisture intrusion {i.e. slab penetrations). Engineering Design Group accepts no responsibility for design or quality control of waterproofing elements of the building. 6.4.f. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 6.4.g. All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix 81 and compacted to 90 percent Modified Proctor Density, ASTM D-1557, and as described in the Earthwork section of this report. 6.4.h. All subgrade soils to receive concrete slabs and flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 18 inches. 6.4.i. Exterior concrete flatwork, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: 6.4.i.i Concrete may be poured with a 10-inch deep thickened edge. Flatwork adjacent to top of a slope should be constructed with an outside footing to attain a minimum of 7 feet distance to daylight. 6.4.i.ii 6.4.i.iii Pritchard Residence Concrete slump should not exceed 4 inches. Concrete should be poured during "cool" (40 -65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. 5098 Shore Drive, Carlsbad, California Page No. 9 Job No. 165692-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 6.4.i.iv 6.4.i.v 6.4.i.vi 6.4.i.vii Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. Concrete should be constructed with tooled joints creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. Isolation joints should be installed at exterior concrete where exterior concrete is poured adjacent to existing foundations. Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. 6.4.i.viii The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. 6.5 RETAINING WALLS New retaining walls up to 15 feet may be designed and constructed in accordance with the following recommendations and minimum design parameters. 6.5.a. Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report, and should maintain minimum footing depths outlined in "Foundations" section of this report. It is anticipated that all retaining wall footings will be placed on sandstone material. Where cut-fill transitions may occur footings may be deepened to competent material and alternative detailing may be provided by the Engineering Design Group on a case by case basis. Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 10 Job No. 165692-1 6.5.b. In moisture sensitive areas (i.e. interior living space where vapor emission is a concern), in our experience poured in place concrete provides a surface with higher performance-reparability of below grade waterproofing systems. The owner should consider the cost-benefit of utilizing cast in place building retaining walls in lieu of masonry as part of the overall construction of the residence. Waterproofing at any basement floors is recommended in areas of moisture sensitive floor finishes. 6.5.c. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 40 pcf. This assumes that granular, free draining material with very low potential for expansion (E.I. <20) will be used for backfill, and that the backfill surface will be level. Where soil with potential for expansion is not low (E.I. >SO) a new active fluid pressure will be provided by the project soils engineer. Backfill materials should be considered prior to the design of the retaining walls to ensure accurate detailing. We anticipate onsite material will be utilized as retaining wall backfill. For sloping backfill, the following parameters may be utilized: Backfill Sloping Condition 2:1 Slope Active Fluid Pressure 65 pcf *Any other surcharge loadings shall be analyzed in addition to the above values. 6.5.d. If the tops of retaining walls are restrained from movement, they should be designed for a uniform at-rest soil pressure of 65 psf. 6.5.e. Retaining walls shall be designed for additional lateral forces due to earthquake, where required by code, utilizing the following design parameters. 6.5.e.i Yielding Walls = PE= (3/8) kAE (y) H2 -applied at a distance of 0.6 times the height (H) of the wall above the base 6.5.e.ii Horizontal ground acceleration value kH = 0.25g. 6.5.e.iii Where non-yielding retaining walls are proposed, the specific conditions should be brought to the attention of Engineering Design Group for alternative design values. 6.5.e.iv The unit weight of 120 pcf for the onsite soils may be utilized. Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 11 Job No. 165692-1 6.5.e.v The above design parameters assume unsaturated conditions. Retaining wall designs for sites with a hydrostatic pressure influence (i.e groundwater within depth of retaining wall or waterfront conditions) will require special design considerations and should be brought to the attention of Engineering Design Group. 6.5.f. Passive soil resistance may be calculated using an equivalent fluid pressure of 350 pcf. This value assumes that the soil being utilized to resist passive pressures extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 6.5.g. A coefficient of friction of 0.35 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. 6.5.h. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix D. The waterproofing elements shown on our details are minimums, and are intended to be supplemented by the waterproofing consultant and/or architect. The recommendations should be reviewed in consideration of proposed finishes and usage, especially at basement levels, performance expectations and budget. If deemed necessary by the project owner, based on the above analysis, and waterproofing systems can be upgraded to include slab under drains and enhanced waterproofing elements. 6.5.i. Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of soil with a very low expansion potential, granular, free draining material. 6.5.j. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall. 6.5.k. We make the following recommendations with respect to the shoring detailing. 6.5.k.i All shoring lagging shall extend to the bottom of the excavation. 6.5.k.ii All voids behind the shoring shall be filled with slurry. 6.5.k.iii Seams in the lagging shall be sealed so as not to allow the piping of granular material. Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 12 Job No. 165692-1 6.6 DRAINAGE SYSTEMS Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the dwelling and improvements. Where underdrain/backdrains systems are incorporated into the project plans, the consistent maintenance of these drain systems w ill be essential. All backdrain and underdrains systems should be detailed with cleanouts, recommended every 30 linear feet minimum and at all junctions. Backdrains and underdrain discharge points shall be clearly identified on plans and in the field to prevent obstruction. Consistent maintenance on an annual basis should be adhered. Under no circumstances should water be allowed to pond against or adjacent to foundation walls, or tops of slopes. The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided to accommodate runoff and avoid any ponding of water. Any trench drains, backdrains and/or slab underdrains shall not be tied to surface area drain systems. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. Over watering can adversely affect site improvements and cause perched groundwater conditions. Irrigation should be limited to only the amount necessary to sustain plant life. Low flow irrigation devices as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an important component to the performance of onsite improvements. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. 7.0 CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by the investigation and our general experience in the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 13 Job No. 165692-1 construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). 7.1 Review of final approved grading and structural plans prior to the start of work for compliance with geotechnical recommendations. 7.2 Attendance of a pre-grade/construction meeting prior to the start of work. 7.3 Observation of subgrade, excavation bottoms. 7.4 Testing of any fill placed, including retaining wall backfill and utility trenches. 7.5 Observation of footing excavations prior to steel placement and removal of excavation equipment. 7.6 Field observation of any "field change" condition involving soils. 7.7 Walk through of final drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised "due diligence" in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours' notice to mobilize onsite for field observation and testing. 8.0 MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Pritchard Residence S098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 14 Job No. 165692-1 Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory borings. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site and nearby sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Pritchard Residence 5098 Shore Drive, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 15 Job No. 165692-1 FIGURES ENGINEERING DESIGN GROUP r.lOl(Clll<,Clol. Ctvl. A sn11,-cruw cc,,r-.-tJtlNf1~ JNI 111(~1)( .. llll 4 C<lMlltlltlA1 cc,-·.r11uc11:. .. .. , 2121 Montiel Road. San M arcos. California 92069 • (760) 839-7302 • Fax: (760) 480-7477 • www.designgroupca.com Project: Pritchard Residence Address: 5098 Shore Drive, Carlsbad, California EOG Project No: 165692-1 FIGURE 1 Vicinity Map ENGINEERING GlOHt .... ·CAl crA' Sf'l'llt:l\i"-'l C:c;,t"'..IJ\11.NI::; IOI' IUS Olttl!Jl,. Cflt,111{At1Al CO!f:.IIIUC!lc;Ori lln D ESIGN GROUP -....._ 2121 Montiel Road. San Marcos. California 92069 • (760) 839-7302 • Fax: (760) 480-74 77 • wwwdesigngroupca.corn Project: Pritchard Residence Address: 5098 Shore Drive, Carlsbad, California EOG Project No: 165692-1 FIGURE 2 Site Map ENGINEERING DESIGN GROUP c.E0ICClifl!Ol, CMl 6 Sll'ilKTU""-tOH""...tJlt,.,,..I; 10111 III.S.D£HltAl 4 COMlo'IIIICW co..s,-m:uc .. 2 1 2 1 Mon tie l Road, San M arcos. California 92069 • (760) 8 39-7302 • Fax: (760) 480-7477 • www.designgroupca.com \ \ ,, \ ,, I \ \ ' \ \ Project: Pritchard Residence Address: 5098 Shore Drive, Carlsbad, California EDG Project No: 165692-1 \ I \ , .. Not to Scale FIGURE 3 Site Plan and Approximate Location of Borings PROJECT NAME PRITCHARD RESIDENCE LOG OF BORING No. .a=1 PROJECT NUMBER 165692-1 LOCATION APPROX. 25' N. OF SOUTHERNMOST PROPERTY CORNER. SHEET 1 OF 1 DATE 12-12-2016 DRILLING METHOD TRIPOD RIG TOTAL DEPTH DRILLED AND TYPE OF RIG DRILLED (feet) 19.5 LOGGED BY ER/AB BACKFILLED/CONVERTED TO WELL ON(dote) APPROX SURFACE 41 SAME DAY ELEVATION (feet) DIAMETER s· GROUNDWATER FIRST COMPLETION OF BORING LEVEL (feet BGS) NA NONE NONE TYPE OF IZI SPT TYPE OF SAFETY WEIGHT (lbs) DROP (in.) SAMPLER(S) D CALIFORNIA HAMMER 140 LI.J LI.J a::: * (/) i!: ? ...J ...J LI.J I--Cl. a> Cl. Cl. CD 3,:: Z LI.J Q) :::::1: :::::1: :::::1: 0 :::, o.:=::. (I)< <=> ...JO (I) Z CD (.) ... _l/ l/ BULK -2 -....J. --81 -1 3,3,2 5 -.. --.. 5 -I 81-2 6,10, 16 6 -... ------I 81-3 4,5 13 ... 8 ----.. -,-- -I 81 -4 7,7, 20 .. 13 -... 10 -I 81 -5 13, 15 31 ... 16 -... ---I 81-6 17, 18, 38 .. 20 ----.. -,-- .. 15 -I 81-7 13,20 37 17 -... _,__ -I 81 -8 8, 11 , 23 I-12 -I-_,__ -I/ 81 -9 11, 12, 28 ... 16 ... 20 - ... - ... - ... - ... - 1111 ENGINEERING DESIGN GROUP 2121 MONTIEL ROAD SAN MARCOS, CA 92089 (760) 839-7302 FAX (760) 460-7477 MATERIAL DESCRIPTION AND NOTES TOPSOIL/FILL/WEATHERED HAND AUGER TO 2 FT . . • .... ,. .·• .. LOOSE TO MEDIUM DENSE, MOIST, DARK BROWN TO BROWN, SILTY · . SAND WITH SMALL ROOTS. .. LOOSE, MOIST, DARK BROWN TO BROWN, SILTY SANDS, WITH ROOTS. : ~ . :· MEDIUM DENSE, MOIST, DARK BROWN TO BROWN, SILTY SANDS. : ... ·· ·· · .: . MEDIUM DENSE, MOIST, BROWN, SILTY SANDS. ... ... :.· .. ,• .. ·.· : .... MEDIUM DENSE, MOIST, BROWN TO REDDISH BROWN, SILTY SANDS. DENSE, MOIST, REDDISH BROWN TO LIGHT BROWN, SLIGHTLY SILTY SANDSTONE. MEDIUM DENSE, MOIST, BROWN TO LIGHT BROWN, SLIGHTLY SILTY SANDSTONE. MEDIUM DENSE, MOIST, BROWN TO LIGHT BROWN, SLIGHTLY SILTY SANDSTONE. ADDITIONAL NOTES / COMMENTS: 30 PROJECT NAME PRITCHARD RESIDENCE LOG OF BORING No . .B=2. PROJECT NUMBER 165692-1 LOCATION APPROX. 25' N. OF SOUTHERNMOST PROPERTY CORNER. SHEET 1 OF 1 DATE 12-12-2016 DRILLING METHOD TRIPOD RIG TOTAL DEPTH 16.5 DRILLED AND TYPE OF RIG DRILLED (feet) LOGGED BY ER/AB BACKFILLED/CONVERTED TO WELL ON(dote) APPROX SURFACE 41 .5 SAME DAY ELEVATION (feet) DIAMETER s· GROUNDWATER FIRST COMPLETION OF BORING LEVEL (feet BGS) NA NONE NONE TYPE OF 12'.] SPT TYPE OF SAFETY WEIGHT (lbs) DROP (in.) SAMPLER(S) 0 CALIFORNIA HAMMER 140 30 :I:..--. LLI ~ffi * ~ (.) a:: 'z ...J I-* :i: (.!) I-..... a.. a.. CD ~z NOTES LLI LLI a.. Cl> a..* a.. 0 MATERIAL DESCRIPTION AND !;;: 'z LLI ~ ~ ~~ o=> Vlz ~ ...J 0 ........ ~ <( ::::> ...JO ~o Vlz CD U (.!) (.) ,, .. IQESQILLEILLLWEAit!EBEQ -c: >,•• .. -.. ... ... DRILLED TO 7 FT. ~ 2 -v .•.·. -~ ,. ~ .. BULK : ~ . ;· LOOSE TO MEDIUM DENSE, MOIST, DARK BROWN TO BROWN, SILTY :: --/ ' SAND WITH SMALL ROOTS. -5 -/ / : ...... .. --/ .. . .. -_ _.L, ·,. .. 9,8, .. 82-1 18 ·.:.. -MEDIUM DENSE, MOIST, BROWN, SLIGHTLY SILTY SANDS. --10 . ·.• .. -: ·,. SA~QSTQ~E - 10 -I 82-2 9, 11, 25 f.;;i$itH: MEDIUM DENSE, MOIST, BROWN TO REDDISH BROWN, SILTY SANDS. -14 -§t)?i'.~f ---I 82-3 11 , 12, 27 '.If@ MEDIUM DENSE, MOIST, BROWN TO REDDISH BROWN, SLIGHTLY SILTY -15 SANDSTONE. --~ BULK ·:.:.;·::.".~ ~-::-·,:~ MEDIUM DENSE, MOIST, LIGHT BROWN TO REDDISH BROWN, SLIGHTLY .. ~:~:,: :~.: .. r·:.: --'.i~~;;~ SILTY SANDSTONE. -15 -I 82-4 9, 11, 22 MEDIUM DENSE, MOIST, REDDISH BROWN TO LIGHT BROWN, SLIGHTLY ~ -11 ·\·;·~;:.:\::::::~. SILTY SANDSTONE. ~ - -- -- -20 - -- -- -- -- 1111 ENGINEERING ADDITIONAL NOTES / COMMENTS: DESIGN GROUP 2121 MONTIEL ROAD SAN MARCOS. CA 92089 (780) 839-7302 FAX (780) 480-74'1'7 APPENDIX A REFERENCES l. Brian Church Architecture, Plans for Pritchard Residence, Dated 09/12/16. 2. California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. 3. California Department of Conservation, Division of Mines and Geology, Fau lt Rupture Zones in California, Special Publication 42, Revised 1990. 4. Day, Robert W. 1999. Geotechnical and Foundation Engineering Design and Construction. McGraw Hill. 5. Greensfelder, R.W., 1974 Maximum Credible Rock Acceleration from Earthquakes in California Division of Mines and Geology, Map Sheet 23. 6. Kennedy, Michael P. and Tan Siang S., Geologic Maps of the Northwestern Part of San Diego County, California. Plate 2, Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County California. Dated 1996. 7. Kennedy, Michael P. and Tan Siang S., Geologic Map of the Oceanside 30'X60' Quadrangle, California. Dated 2002. 8. Lee, L.J., 1977, Potential foundation problems associated with earthquakes in San Diego, in Abbott, P.L. and Victoria, J.K., eds . Geologic Hazards in San Diego, Earthquakes, Landslides, and Floods: San Diego Society of Natural History John Porter Dexter Memorial Publication. 9. Newmark sliding block ana lysis, Report 5, Miscellaneous Paper, S 71-17, U.S. Army Corp of Engineers, Waterways Experiment Station, Vickburg, Mississippi." 10. Ploessel, M.R. and Slossan, J.E ., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. 11. State of California, Fault Map of California, Map No. 1, Dated 1975. 12. State of California, Geologic Map of California, Map No. 1, Dated 1977. 13. Structural Engineers Association of Southern California (SEAOSC) Seismology Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. 14. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Shoreline Movement Data Report, Portuguese Point to Mexican Border, dated December 15. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Coastal Cliff Sediments, San Diego Region {CCSTWS 87-2), dated June. 16. Van Dorn, W.G., 1979 Theoretical aspects of tsunamis along the San Diego coastline, in Abbott, P.L. and Elliott, W.J., Earthquakes and Other Perils: Geological Society of America field trip guidebook. 17. Various Aerial Photographs. APPENDIX B General Earthwork and Grading Specifications 1.0 General Intent 2.0 3.0 These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. Earthwork Observation and Testing Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with the applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction shouls be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM D1557. Preparations of Areas to be Filled 3.1 3.2 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which wou ld inhibit uniform compaction. 4.0 5.0 3.3 3.4 3.5 3.6 3.7 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor/ civil engineer should be utilized. Moisture Conditioning: Overexcavated and processed soils should be watered, dried back, blended and/ or mixed, as necessary to attain a uniform moisture content near optimum. Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5: 1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension of greater than 6 inches, should not be buried or placed in fills, unless the location, materials and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered , dried-back, blended and/or mixed, as necessary to attain a uniform moisture content near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture-conditioned and mixed, it should be uniformly compacted to no less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of fill out to the slope face would be at least 90 percent. 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on file dconditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition to, on slope faces, as a guideline approximately one test should be taken for every 5,000 square feet of slope face and /or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/ civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7 .0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation and refilling of cut areas and/or remedial grading of cut slopes (i.e. stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor / civil engineer should be utilized. SIDE HILL STABILITY FILL DETAIL FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDGE OF I< EY OVERBURDEN OR UNSUITAILE MATERIAL I • EXISTING GROUND -- SURFACE~ ----------.,,... / _.,,, .,,/ / _.,,, / / ,,,,.,,,,, .,.,,,.,.,,, / / / / / FINISHED CUT PAD / / PAO OVEREXCAVATION DEPTH AND RECOMPACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BASED ON ACTUAL FIELD CONDITIONS--ENCOUNTERED. ( COMPETENT BEOROCK OR MATERIAL AS EVALU~TED BY THE GEOTECHNICAL CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions STABILITY FILL / BUTTRESS DETAIL FILTER FABRIC ENVELOPE (MIAAFI 1-'0N OR APPROVED EQUIVALENT)* OUTLET PIPES _.. Ill NONPERl'ORATIO PIPE. 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY SEE T-CONNECTION DETAIL 5 i°MiNT 4• gj PERFORATED PIPE 4• MIN. BEDDING SUBDRAIN TRENCH DETAIL NOTES: SACK CUT 1:1 OR FLATTER SEE SUB0RAIN TRENCH OETAIL LOWEST SUB0AAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUIT ABLE OUTLET r----.. 10' MIN. PER~?PREATEO I· t ·! EACH SIDE CAP NON-PER FORA OUTLET PIP T-CO.NNECTION DETAIL * IF CAL TRANS CLASS 2 PERMEABLE MATERIAL IS USEC IN PLACE OF 314•-1-112• GRAVEL, FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size l" 3/4" 3/8" No. 4 No . 8 No. 30 No . 50 No. 200 : Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 Sand Equivalent>75 For buttres, dlmen,lon,, see geotechnlcal report/plans. Actual dimen,ions of buttress and 1ubdrain may be changed by the geotechnical consultant based on field conditions. SUBDAAIN INSTALLATION•Subdraln pipe should be Installed with perforations down as depicted. At location, recommended by tt,e geotechnlcal consultant, nonperforated pipe should be Installed SUBDAAIN TYPE-Subdraln type ahould be Acrylon trlle Butadlene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Cl••• 125,SDR 32.S should be uaed ror maximum fill depth• of 35 feet. Clau 200, SOR 21 ahould be u,ed for maximum flit depth• of 100 feet. KEY AND BENCHING DETAILS FILL SLOPE PROJaCT 1 TO 1 LINE EXIST1NQ QAOUND SURFACE 2· MIN.Lu· MIN~ KEV ILOWEST~ DEPTH BENCH FILL-OVER-CUT SLOPE (KEY) l..--15! MIN;-..J 2' I -LOWEST I MIN. BENCH o~ilH <KEV> CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL REMOVE UNSUITABLE MATERIAL PLACEMENT) / ,,,/' CUT-OVER-FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING // QROUND / / SURFACE~// ,z // ~l~? / I, \\';., / CUT SLOPe (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) NOTE: Back drain may be recommended by the geotechnlcal consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered baaed on field conditions encountered. ROCK DISPOSAL DETAIL f'INUIH GRADE -----~-r--DrJc~Lc1c~1 TYPICAL PROFILE ALONG WINDROW DETAIL 1) Rock with maximum dimensions greater than 8 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever Is greater), and 15 feet horizontally of slope faces, 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by thf geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above detail: Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equa1 to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. APPENDIX C NGINEERING DESIGN GROUP 1,[0lECHfllCAl CIVIL ;1RUCIUR~ • 111,allEClllllll • n11;ut1:.i,r fl)ll R[SIOEllTIAL $ COIIMEACIAl COIISIRUC1"ll/ 2121 Montiel Road, San Marcos, California 92069 • (760) 839-7302 • Fax: (760) 480-7477 • www.designgroupca.com LABORATORY RESULTS Method Cal-Trans Analyte Result Reporting Units Dilution Method Limit SULFATE 151.2 n/a ppm 1 CT 417 CHLORIDE 14.9 n/a ppm 1 CT 422 p.H. 7.22 n/a pH units 1 CT643 RESISTIVITY 6250 n/a ohms.cm 1 CT 643 ND=None detected -us/cm = micro Siemens per centimeter -ppm-parts per million (10,000ppm=1% by weight) Pritchard Residence 5098 Shore Drive, Carlsbad, California Job No. 165692-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS APPENDIX D ENGINEERING DESIGN GROUP 2121 MONTia ROAD PHONE: (760) 839-7302 SAN MARCOS, CALIFORNIA 92089 FAX: (760) 480-74n MINIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL (HOT 1D r.u, COHC M CW RET WALL PER Pt.AN• D£TMS HYDR011T£ WA 'JER- SRPS AT COLD- JOINTS PER WR INSTALLATION INSTRUCTIONS THIS D£TA/l REPRESENTS THE AIIHlll(N WALL DRAINAGE AND WA TERPROOF1NG APPLJCA TION 10 SATISFY THE STRUCTIJRAL DESIGN INTENT OF THE: RETAINING WALL THE AROIIT£CT DR DESIGH£R OF RrCORD FOR THE PRO.ECT SHALL BE R£SPONSIBL.E FOR THE DESIGN AND SPfCIFICATION OF THE WATERPROOFING ASSEMII.Y. CD FOAM UV PROT£CTION BOARO PER MANUFACTURER'S SPfCIFICA TION -----, f,J\ WATERPROOFING INSTALLED PER \f:/ MANUFACTURER'S SPfCIFICA TIONS • EXTEND BEHIND BACKER BOARO. IT\ BACKDRAIN, INSTALLED PER \:!.,I MANUFACTURER'S SPfCIFICATIONS 0~ WA T£RPROOFIHG. NIY PEH£TRATIONS OF WATERPROOF1NG SHALL BE BROVGHT ro THE: ATTENTION OF THE WATERPROOFING CONSUI..TNIT/MANUFACJURER IH ADVANCE ANO SEALED PER MANUFACTURERS SPfCIFICA TIONS. 17\ TERJIIHA TION BAR PER '-:v MANUFACTURER'S SPfCIFICATIONS @ Fll..'JER FABRIC W/ 6" tillH LAP @ J/4" ~A~ (1 SF /FT) (J) 4" DIA PERFORATED DRAIN LJNE (SCH 40 M EQUIV.) PERFORATIONS ORIENTED DOriH 1'f tillHIWl,I GRADIENT ro SUITABLE OUnET - EXACT PIP£ LOCATION 10 BE DET£RtllNED BY SIT£ CONSTRAINTS ® 4" TALL COHCR£T£ CANT O FTG / WALL CONNECTION (UNDER WA T£RPROOFIHG). SLCN'E ro BACK EDGE OF FOOTING. ® COMPACTED BACKFU ~ ltllH RflA 11~ COMPACTION IN ALL OTHER AREAS U.O.H. 6" MAX lF1S. CH. Y LJQfflEGHT HAND-OPERA TED EQUAEHT SHALL BE USED W/1H/H J FEET OF THE BACK FACE OF WALL @ CSP ROUGHNESS OF WALL SHALL COtilPL Y WITH WATERPROOFING MANUFACTURER'S SPfCIFICA TIONS.