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CT 00-02; CALAVERA HILLS VILLAGE K; UPDATE OF GEOTECHNICAL REPORT; 1999-10-20
cr /?2^ UPDATE OF GEOTECHNICAL REPORT CALAVERA HILLS, VILLAGE K CITY OF CARLSBAD, CAUFORNIA FOR CALAVERA HILLS II, LLC 2727 HOOVER AVENUE NATIONAL CITY, CAUFORNIA 91950 W.O. 2747-A-SC OCTOBER 20,1999 Geotechnical • Geologic • Environmental I I I I I I I I I I Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915 October 20, 1999 W.O. 2747-A-SC Calavera Hills II, LLC 2727 Hoover Avenue Nafional City, California 91950 Attenfion: Mr. Thom Fuller Subject: Genfiemen: Update of Geotechnical Report, Calavera Hillls, Village K, City of Carlsbad, California In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical update evaluation of the subject site. The purpose of the study was to evaluate the onsite soils and geologic condifions and their effects on the proposed site development from a geotechnical viewpoint. Unless specifically superceded in the text of this report, recommendations presented in the referenced reports (see Appendix A) are considered valid and applicable. SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the referenced reports. 2. Geologic site reconnaissance. 3. General areal seismicity update evaluafion. 4. Engineering and geologic analysis and preparafion of this report. SITE CONDITIONS/PROPOSED DEVELOPMENT A site reconnaissance, performed by a representative ft-om this office on October 13,1999, indicated that site conditions have not substanfially changed since the complefion of the referenced reports by others (see Appendix A). It is our understanding that planned site development will consist of site preparation for the construction of approximately 89 single I I I I I I f I I I I family residential structures. Based on the site plan (O'Day, 1999), grading will consist of cuts and fills on the order of 25 feet and 18 feet, respectively. Foundafion loads are anticipated to be typical for this type of relatively light construcfion. Sewage disposal is anticipated to be tied into the regional system. Proposed development is shown on the attached Tentafive Site Plan (Plates 1 and 2), prepared by O'Day Consultants. EARTHWORK RECOMMENDATIONS Site grading should be performed in accordance with the minimum standards of the City of Carlsbad, the Uniform Building Code (1997 edifion) and the grading guidelines presented in Appendix B. Due to the anticipated rock hardness, consideration should be given to over excavating street areas to at least 12 inches below lowest utility invert elevation in cut areas. Overexcavation within parkways should also be considered with respect to utility laterals. This is not a geotechnical requirement, however. SEISMIC DESIGN PARAMETERS Based on the site conditions, Chapter 16 of the Uniform Building Code (International Conference of Building Officials, 1997), the following seismic parameters are provided. Seismic zone (per Figure 16-2*) 4 Seismic Zone Factor (per Table 16-1*) 0.40 Soil Profile Type (per Table 16-J*) SB Seismic Coefficient C, (per Table 16-Q*) 0.40 N3 Seismic Coefficient C^ (per Table 16-R*) 0.40 Near Source Factor (per Table 16-S*) 1.0 Near Source Factor (per Table 16-T*) 1.0 Seismic Source Type (per Table 16-U*) B Distance to Seismic Source 7.8 mi (12.5 km) Upper Bound Earthquake M„ 6.9 * Figure and table references from Chapter 16 of the Uniform Building Code (1997). Calavera Hills II, LLC Calavera Hills, Village K File: e:\wp7\2700\2747a.ugr W.O. 2747-A-SC October 20,1999 Page 2 GeoSoils, Inc. I I I I I I 1^ I I • SLOPE STABILITY A review ofthe referenced reports (SCST, 1984,1990) indicates that cut and fill slopes are considered grossly and surficially stable. However, due to the sometimes random nature of fractures in this type of bedrock, adverse condifions may be exposed during grading. Such conditions, if present, should be evaluated by the geotechnical consultant as soon as they are exposed and the appropriate recommendafions should be provided. Such an evaluation may consist of a formal slope stability analysis. Possible remedial recommendations may include, but not necessarily limited to buttress fills, stability fills, rock netting, and rock bolting. FOUNDATION RECOMMENDATIONS Qeneral The foundation design and construction recommendations presented herein are preliminary in nature and will be finalized at the completion of grading. Recommendafions for convenfional foundafion systems are provided in the following secfions. The foundafion systems may be used to support the proposed structures, provided they are founded in competent bearing material and should be designed and constructed in accordance with the guidelines contained in the Uniform Building Code. All foofing designs should be reviewed by the project structural engineer. The use of conventional and/or post tensioned slab foundations will be determined in accordance with the criteria presented in the attached Table 1 and Table 2. Conventional Foundation Desiqn 1. Convenfional spread and confinuous foofings may be used to support the proposed residenfial structures provided they are founded enfirely in properiy compacted fill or other competent bearing material (i.e., bedrock). Foofings should not simultaneously bear directly on bedrock and fill soils. 2. Analyses indicate that an allowable bearing value of 2000 pounds per square foot may be used for design of confinuous footings per Table 1, and for design of isolated pad footings 24 inches square and 18 inches deep into properly compacted fill or bedrock. The bearing value may be increased by one-third for seismic or other temporary loads. This value may be increased by 20 percent for each additional 12 inches in depth, to a maximum of 2500 pounds per square foot. No increase, in bearing, for foofing width is recommended. 3. For lateral sliding resistance, a 0.4 coefficient of fricfion may be ufilized for a concrete to soil contact when mulfiplied by the dead load. Calavera Hills II, LLC W.O. 2747-A-SC Calavera Hills, Village K October 20,1999 File: e:\wp7\2700\2747a.ugr Page 3 GeoSoils, Inc. I I I I I I r I I • 4. Passive earth pressure may be computed as an equivalent fluid having a density of 300 pounds per cubic foot with a maximum earth pressure of 2500 pounds per square foot. 5. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 6. Footings should maintain a horizontal distance or setback between any adjacent slope face and the bottom outer edge of the footing. The horizontal distance may be calculated by using h/3, where (h) is the height of the slope. The horizontal setback should not be less than 7 feet, nor need not be greater than 40 feet (per code). The setback may be maintained by simply deepening the footings. Flatwork, utilities or other improvements within a zone of h/3 from the top of slope may be subject to lateral distortion. Footings, flatwork, and utilities setbacks should be constructed in accordance with distances indicated in this section, and/or the approved plans. 7. Provided that the recommendations contained in this report are incorporated into flnal design and construcfion phase of development, a majority (>50 percent) ofthe anticipated foundafion settlement is expected to occur during construction. Maximum settlement is not expected to exceed approximately Vz-inch and should occur below the heaviest loaded columns. Differenfial settlement is not anficipated to exceed y4-inch between similar elements, in a 20 foot span. Conventional Foundation/Concrete Slab Construction The following construction recommendations are based on generally very low to low expansive bearing soils and maximum fill thicknesses of less than approximately 50 feet. 1. Convenfional continuous footings should be constructed in accordance with recommendations presented in Table 1, and in accordance with Uniform Building Code guidelines (1997 ed.). All foofings should be reinforced per Table 1. 2. Detached isolated interior or exterior piers and columns should be founded at a minimum depth of 18 inches below the lowest adjacent ground surface and tied to the main foundafion in at least one direcfion with a grade beam. Reinforcement should be properly designed by the project structural engineer. 3. A grade beam, reinforced as above, and at least 12 inches square, should be provided across the garage entrances. The base of the reinforced grade beam should be at the same elevation as base of the adjoining footings. Calavera Hills II, LLC W.O. 2747-A-SC Calavera Hills, Village K October 20,1999 File: e:\wp7\2700\2747a.ugr Page 4 GeoSoils, Inc. I I I I I I I I I i 4. The residential floor and garage slabs should have a minimum thickness of 4 inches, in accordance with Table 1. Concrete used in floor slab construcfion should have a minimum compressive strength of 2000 psi. 5. Concrete slabs should be underiain with a minimum of 4 inches of sand. In addition, a vapor barrier consisfing of a minimum of 10-mil, polyvinyl-chloride membrane, with ail laps sealed, should be provided at the mid-point of the sand layer. The slab subgrade should be free of loose and uncompacted material prior to placing concrete. 6. Concrete floor slabs (residence and garage) should be reinforced per Table 1. All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement ofthe concrete. "Hooking" of reinforcement is not an acceptable method of posifioning. 7. The moisture content of the subgrade soils should be equal to or greater than optimum moisture to a depth of 12 inches below the adjacent ground grade in the slab areas, and verified by this office within 72 hours ofthe vapor barrier placement. 8. Soils generated from footing excavations to be used onsite should be compacted to a minimum relafive compacfion 90 percent of the laboratory standard, whether it is to be placed inside the foundafion perimeter or in the yard/right-of-way areas. This material must not alter posifive drainage patterns that direct drainage away from the structural areas and toward the street. 9. As an alternative, an engineered post-tension foundation system may be used. Recommendations for post-tensioned slab design are presented in the following Secfion. Post-Tensioned Slab Foundation Systems 1. Post-tensioned (PT) slabs may be utilized for construction of typical one (1) and two (2) story residential structures onsite. The information and recommendafions presented in this section are not meant to supersede design by a registered structural engineer or civil engineer familiar with post-tensioned slab design or corrosion engineering consultant. 2. From a soil expansion/shrinkage standpoint, a fairly common contributing factor to distress of structures using post-tensioned slabs is a significant fluctuation in the moisture content of soils underlying the perimeter of the slab, compared to the center, causing a "dishing" or "arching" of the slabs. To mifigate this possible phenomenon, a combinafion of soil presaturafion (if necessary, or after the project has been dormant for a period of time) and construcfion of a perimeter "cut off' wall grade beam may be employed. Calavera Hills II. LLC W.O. 2747-A-SC Calavera Hills, Village K October 20,1999 File: e:\wp7\2700\2747a.ugr Page 5 GeoSoils, Inc. I I I I I I f I I I 3. For very low to low (E.l.= 0 through 50) expansive soils, perimeter and mid span beams should be a minimum 12 inches deep below lowest adjacent pad grade. Perimeter beams should be a minimum of 18 inches deep for medium expansive and 24 inches deep for highly expansive soil condifions. The perimeter foundafions may be integrated into the slab design or independent of the slab. The perimeter beams should be a minimum of 12 inches in width. A vapor barrier should be utilized and be of sufficient thickness to provide an adequate separafion of foundafion from soils (10-mil thick). The vapor barrier should be lapped and adequately sealed to provide a continuous water-resistant barrier under the enfire slab. The vapor barrier should be sandwiched between two 2-inch thick layers of sand (SE>30) for a total of 4 inches of sand. 4. Isolated piers should be incorporated into the post tension slab system. 5. Specific soil presaturation for slabs is not required for very low expansive soils; however, the moisture content ofthe subgrade soils should be at or above the soils' optimum moisture content to a minimum depth of 18 inches below grade depending on the foofing embedment. 6. Post-tensioned slabs should be designed using sound engineering pracfice and be in accordance with the Post-Tension Institute (PTI), local and/or national code criteria and the recommendations of a structural or civil engineer qualified in post- tension slab design. Alternatives to PTI methodology may be used if equivalent systems can be proposed which accommodate the angular distortions, expansion parameters, and settlements noted for this project. If alternafives to PTI are suggested by the structural consultant, considerafion should be given for addifional review by a qualified structural PT-designer. Soil related parameters for post- tensioned slab design, are presented in Table 2. 7. Provided that the recommendafions contained in this report are incorporated into final design and construcfion phase of development, a majority (>50 percent) ofthe anticipated foundafion settlement is expected to occur during construcfion. Maximum settlement (preliminary estimate) is not expected to exceed approximately Va-inch and should occur below the heaviest loaded columns. Differenfial settlement is not anficipated to exceed Vi-inch between similar elements, in a 20 foot span for maximum fill thicknesses up to 30 feet. Deeper fills and/or differential fill thicknesses greater than 3:1 will be evaluated on a lot by lot basis during grading, and may result in more onerous design. Designers of PT slabs should review the parameters provided for post-tensioned slabs, and compare using a span distance of 5 feet, using a modules of subgrade reaction, presented in Table 2. Calavera Hills II, LLC W.O. 2747-A-SC Calavera Hills, Village K October 20,1999 File: e:\wp7\2700\2747a.ugr Page 6 GeoSoils, Inc. I I I I I I I I I I 8. In accordance with guidelines presented in the Uniform Building Code, improvements and/or footings should maintain a horizontal distance, X, between any adjacent descending slope face and the bottom outer edge ofthe improvement and/or footing. The horizontal distance, X, may be calculated by using X = h/3, where h is the height of the slope. X should not be less than 7 feet, nor need not be greater than 40 feet. X may be maintained by deepening the footings. Improvements constructed within a distance of h/3 from the top of slope may be subject to lateral distortion. Foundations for any adjacent structures, including retaining walls, should be deepened (as necessary) to below a 1:1 projection upward and away from any proposed lower foundation system. This recommendation may not be considered valid, if the additional surcharge imparted by the upper foundation on the lower foundation has been incorporated into the design ofthe lower foundation. Additional setbacks, not discussed or superseded herein, and presented in the UBC are considered valid. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet condifions. Positive surface drainage away ft-om graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Oven/vatering should be avoided. Graded slopes constructed within and ufilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetafion cover soon after construcfion. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. In order to minimize erosion on a slope face, an erosion control fabric should be considered. From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent relative compacfion. Additional Site Improvements Recommendations for additional grading, exterior concrete flatwork design and construction, including driveways, can be provided upon request. If in the fijture, any Calavera Hills II, LLC W.O. 2747-A-SC Calavera Hills. Village K October 20,1999 File: e:\wp7\2700\2747a.ugr Page 7 GeoSoils, Inc. additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construcfion of said improvements could be provided upon request. Trenching All foofing trench excavafions for structures and walls should be observed and approved by a representative ofthis office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. All excavations should be obsen/ed by one of our representatives and conform to CAL-OSHA and local safety codes. GSI does not consult in the area of safety engineers. In addition, the potential for encountering hard spots during footing and utility trench excavations should be anticipated. If these concretions are encountered within the proposed footing trench, they should be removed, which could produce larger excavated areas within the footing or utility trenches. Drainaqe Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundafions and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of H 5 feet from the proposed structure or into a subsurface drainage system. We would ^ recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type ^ planters could be ufilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete fiatwork. PLAN REVIEW Final site development and foundafion plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendafions presented herein. In addifion, foundafion excavafions and any addifional earthwork construction performed on the site should be observed and tested by this office. If condifions are found to differ substantially from those stated, appropriate recommendafions would be offered at that fime. Calavera Hills II, LLC W.O. 2747-A-SC Calavera Hills, Village K October 20,1999 File: e:\wp7\2700\2747a.ugr Page 8 GeoSoils, Inc. I I I I I I 1^ I I I UMITATIONS The materials observed on the project site and the referenced reports reviewed are believed to be generally representafive of the area; however, soil and bedrock materials vary in character between excavafions and natural outcrops or condifions exposed during mass grading. Site condifions may vary due to seasonal changes or other factors. GSI assumes no responsibility or liability for work, testing or recommendafions performed or provided by others. The scope of work was performed within the limits of a budget. Inasmuch as our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact the undersigned at (760) 438-3155. Respectfully submitted. GeoSoils, Inc. Robert G. Crisman Engineering Geologist, CEG RGC/DWS/JPF/mo Attachments: David W. Skelly Civil Engineer, RCE Table 1 - Convenfional Foundafion Recommendafions Table 2 - Post Tensioned Foundation Recommendations Appendix A - References Appendix B - General Earthwork and Grading Guidelines Plates 1 and 2 - Geologic Maps Distribution: (4) Addressee Calavera Hills II, LLC Calavera Hills, Village K File: e:\wp7\2700\2747a.ugr W.O. 2747-A-SC October 20,1999 Page 9 GeoSoils, Inc. TABLE 1 Conventional Perimeter Footings. Slabs, and Exterior Flatwork for Calavera Hills. Villaqe K FOUNDATION CATEGORY MINIMUM FOOTING SIZE INTERIOR SLAB THICKNESS REINFORCING INTERIOR SLAB REINFORCEMENT UNDER-SLAB TREATMENT GARAGE SLAB REINFORCEMENT EXTERIOR FLATWORK REINFORCING 1 12" Wide X 12" Deep 4" Thick 1-#4 Bar Top and Bottom #3 Bars @ 24" o.c. Both Directions 2" Sand Over 10- Mil Polyvinyl Membrane Over 2" Sand Base 6" X 6" (10/10) WWF none II 12" Wide X 18" Deep 4" Thick 2- #4 Bars Top and Bottom #3 Bars @ 18" o.c. Both Directions 2" Sand Over 10- Mll Polyvinyl Membrane Over 2" Sand Base 6" X 6" (6/6) WWF 6" X 6" (10/10) WWF III 12" Wide X 24" Deep 4" Thick 2- #5 Bars Top and Bottom #3 Bars @ 18" o.c. Both Directions 2" Sand Over 10- Mil Polyvinyl Membrane Over 2" Sand Base Same as Interior Slab 6" X 6" (6/6) WWF Cateqorv Criteria Category I: Max. Fill Thickness is less than 20' and Expansion Index is less than or equal to 50 and Differential Fill Thickness is less than 10' (see note 1). Max. Fill Thickness is less than 50' and Expansion Index is less than or equal to 90 o[ Differential Fill Thickness is between 10 and 20' (see note 1). Max. Fill Thickness exceeds 50', o£ Expansion Index exceeds 90 but is less than 130, or Differential Fill Thickness exceeds 20' (see note 1). Category I Category I Notes: 1 2. 3. 4. 6. 7. 8. 9. Post tension (PT) foundations are required where maximum fill exceeds 50', or the ratio of the maximum fill thickness to the minimum fill thickness exceeds 3:1. Consideration should be given to using post tension foundations where the expansion index exceeds 90. Footing depth measured from lowest adjacent subgrade. Allowable soil bearing pressure is 2,000 PSF. Concrete for slabs and footings shall have a minimum compressive strength of 2,000 PSI (2,500 PSI for exterior flatwork), or adopted UBG min., at 28 days, using 5 sacks of cement. Maximum Slump shall be 5". Visqueen vapor barrier not required under garage slab. However, consideration should be given to future uses of the slab area, such as room conversion and/or storage of moisture-sensitive materials. Isolated footings shall be connected to foundations per soils engineer's recommendations (see report). Sand used for base under slabs shall be very low expansive, and have SE > 30. Additional exterior flatwork recommendations are presented in the text of this report. All slabs should be provided with weakened plane joints to control cracking. Joint spacing should be in accordance with correct industry standards and reviewed by the project structural engineer. I I I I I I I I n TABLE 2 PRELIMINARY POSTTENSION SLAB FOUNDATION RECOMMENDATIONS Expansion Index Foundation Category Expansion Index l(PT) Very Low to Low (0-50) II (PT) Medium (51-90) III (PT) High (>90) Perimeter footing embedment 12" 18" (w/premoistening) (24" (w/premoistening) Allowable bearing value 1200 psf* 1200 psf* 1200 psf* Modulus of subgrade reaction 100 pci/inch 75 pci/inch 75 pci/inch Coefficient of friction 0.35 0.35 0.35 Passive pressure 225 pcf 225 pcf 225 pcf Soil suction (Pf) 3.6 3.6 3.6 Depth to constant soil suction 5 feet 5 feet 5 feet Thornthwaite moisture -20.0 -20.0 -20.0 ©m edge 2.5 2.7 3.0 e„ center 5.0 5.5 5.5 Vm edge 0.35 0.5 0.75 Vm center 1.1 2.0 2.5 Minimum slab thickness 5 inches 5 inches 5 inches *lnternal bearing values for grade beams of the Post-tension slab may be designed per the criteria provided for conventional foundations. I I APPENDIX A REFERENCES I I APPENDIXA I I I I I I I REFERENCES International Conference of Building Officials, 1997, Uniform Building Code, Whittier, California. O'Day Consultants, 1999, Site Plan, Carlsbad, California, 1"=40' scale. Dated August 6 1999 Southern California Soil and Testing, Inc., 1990, Interim report of geotechnical Investigation, Calavera Heights, Village K, Carisbad, Californa, W.O. 9021022, dated March 20. , 1984, Summary of geotechnical investigation for Lake Calavera Hills, Villages E-1, E-2, H, K, L-2, L-3, Q, R, S, T, U and W-X, Carisbad, California, W.O. 14112, Report No. 6., dated August 6. GeoSoils, Inc. APPENDIX B GENERAL EARTHWORK AND GRADING GUIDELINES P I I I I I I p I I I I GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains and exca\rations. The recommendafions contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications;. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide obsen/afion and tesfing services, and geotechnical consultafion during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for thei purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, an(d applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specifled. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule thesir personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for obser\/afion. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Tesfing Materials test method ASTM designation D-1557-78. Random field compacfion tests should be pierformed in accordance with test method ASTM designafion D-1556-82, D-2937 or D-2922 and D-3017, at inten/als of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria GeoSoils, Inc. I I I I I I I I I i would vary depending on the soil condifions and the size ofthe project. The location and frequency of tesfing would be at the discrefion of the gjjotechnical consultant. Contractor's Responsibility All clearing, site preparafion, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfacfion of the soil engineer, and to place, spread, moisture condition, mix and compact this fill in accordance with the recommendafions of the soil engineer. The contractor should also remove all major non- earth material considered unsafisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with appliccible grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due considerafion for the fill material, rate of placement, and climafic condifions. If, in the opinion of the geotechnical consultant, unsatisfactory condifions such as quesfionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the c;ondifions, and if necessary, stop work unfil conditions are safisfactory. During construction, the contractor shall properly gracJe all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Exisfing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil condifions, these materials may be reused as compacted fills. Any mafisrials incorporated as part of the compacted fills should be approved by the soil engineesr. Any underground structures such as cesspools, cistems, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or othenvise unsuitable ground extending to such a depth that surface processing cannot adequately improve the condifion should be overexcavated down to Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2747a.ugr Page 2 GeoSoils, Inc. I I I I I I I I I i I firm ground and approved by the soil engineer before compaction and filling operafions continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the Tiinimum relafive compaction as specified in these guidelines. Existing ground which is determined to be safisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is brought to opfimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the exc;ess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which is not safisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and ft-ee of large lumps or clods, until the working surface is reasonably uniform and ft-ee ft-om ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. 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, which will act as a key, should be a minimum of 15 feet wide and should be at \easX 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended othenwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to V2 the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height ofthe bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, nsmoval areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properiy placed and compacted unfil design grades (elevafions) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be ufilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should bei removed from the fill as directed Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2747a.ugr Page 3 GeoSoils, Inc. I I I I I I I I I li I by the soil engineer. Soils of poor gradafion, undesirable expansion potenfial, or substandard strength characteristics may be designate(J by the consultant as unsuitable and may require blending with other soils to serve as a safisfactory fill material. Fill materials derived from benching operafions should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operafions should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greaterthan 12 inches should not be buried or placed in fills unless the locafion of materials and disposal methods are speciflcally approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish cjrade (elevafion) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavafions, future ufiiities, or underground construcfion unless specifically approved by the soil engineer and/or the developers representative. If import material is required for grading, representafive samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties, ff any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepanjd to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if tesfing indicates the grading procedures are such that adequate compacfion is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compacfion. Fill layers at a moisture content less than opfimum should be watered and mixed, and wet fill layers should be aerated by scarificafion or shoukJ be blended with drier material. Moisture condition, blending, and mixing of the fill layer should confinue until the fill materials have a uniform moisture content at or above optimum moisture. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of msiximum density as determined by ASTM test designation, D-1557-78, or as othenwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compacfion. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2747a.ugr Page 4 GeoSoils, Inc. I I I I I I i I I I I Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No addifional fill shall be placed in an area unfil the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the dejiign slope configuration. Tesfing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain tfie specified compacfion in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. Afinal determination of fill slope compaction should be based on obsen/ation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to V€>rtical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compacfion in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisfing of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll pierpendicular to the slopes, and extend out over the slope to provide adequate compacfion to the face of the slope. 2. Loose fill should not be spilled out over the lace of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compacfion operafions. 4. After complefion of the slope, the slope face shoLild be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compacfion to near the slope face. Subsequent to testing to verify compacfion, Xhe slopes should be grid-rolled to achieve compaction to the slope face. Final tesfing should be used to confirm compaction after grid rolling. 5. Where testing indicates less than adequate compacfion, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compacfion. Addifional tesfing should be performed to verify compacfion. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2747a.ugr Page 5 GeoSoils, Inc. I I I I I I IP I I I Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances ofthe controlling governmental agencies, and/or in accordance with the recommendation ofthe soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locafions or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade and drain material in the field, pending exposed condifions. The location of constmcted subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavafions or overexcavafion and re-filling of cut areas should be performed and/oir remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless othenwise approved, the cut portion of the slope should be obser^/ed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendafions to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances ofthe controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2747a.ugr Page 6 GeoSoils, Inc. I I I I I I I I I I I I I I I I COMPLETION Observafion, tesfing and consultafion by the geotechnical consultant should be conducted during the grading operafions in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After completion of grading and after the soil engineer and engineering geologist have finished their observafions ofthe work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavafion or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected ft-om erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be un(dertaken as soon as practical after completion of grading. JOB SAFETY General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes tiiat construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractors regularly scheduled and documented safet^r meetings. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. Safety Flags: Two safety flags are provided to C3SI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Calavera HillsII, LLC AppendixB File: e:\wp7\2700\2747a.ugr Page 7 GeoSoils, Inc. I I I I I I I I I Flashing Lights: All vehicles stafionary in the grading area shall use rotafing or fiashing amber beacon, or strobe lights, on the vehicle during all field testing. While operafing a vehicle in the grading area, the emergency fiasher on the vehicle shall be acfivated. In the event that the contractor's representative obssn/es any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location. Orientation and Clearance The technician is responsible for selecting test pit locafions. A primary concern should be the technicians's safety. Efforts will be made to coordinate locations with the grading contractors authorized representative, and to select locations following- or behind the established traffic pattem, preferably outside of current traffic The contractors authorized representative (dump man, operator, supen/isor, grade checker, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technicians safety and obtaining enough tests lo represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condifion. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for £ill test pits. No grading equipment should enter this zone during the tesfing procedure. The zone should extend approximately 50 feet outward ft-om the center of the test pit. This zone is established for safety and to avoid excessive ground vibrafion which topically decreased test results. When taking slope tests the technician should park the vehicle directiy above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during this tesfing. The technician is directed to withdraw ft-om the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter ofthe fill in a highly visible locafion, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site saftjty. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any ofthe above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However, in the Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2747a.ugr Page 8 GeoSoils, Inc. I I I I I I I I I interim, no further tesfing will be performed unfil the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attenfion and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with CAL-OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2747a.ugr Page 9 GeoSoils, Inc. I I I I I I i I I I Jk CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) TYPICAL BENCHING '^^^^^ j:^ \\\'^ BEDROCK SEE ALTERNATIVES \ \ \ 7=.\ TYPE B PROPOSED COMPACTED FILL NATURAL GROUND ^^^^f/ ^^N^^^COLLUVIUM AND ALLUVIUM (REMOVE) %4 ^A BEDROCK \llli^i>\\^ TYPICAL BENCHING SEE ALFERNATIVES NOTE: ALTERNATIVES. LOCATICN AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. PLATE EG-1 I I I I I I i I I I i CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE ANO FILTER MATERIAL 12* MINIMUM RLTER MATERIAL MINIMUM VOLUME OF 9 FT.' '^^Iv^.-.r/-/ /LINEAR FT. 6* i ABS OR PVC PIPE OR APPROVED 1'•.'.'. ^ SUBSTITUTE WITH MINIMUM 8 (1/4'>) PERF.S. ^'''^''.Q^.^ LINEAR FT. IN BOTTOM HALF OF PIPE. V^LV'^tV;:^^' ASTM 02751. SDR 35 OR ASTM D1527. SCHD, ASTM D3034. SDR 35 OR ASTM D1785. SCHD. FOR CONTINUOUS RUN IN EXCESS OF 56o FT. USE i'i PIPE MINIMUM A-1 ^ 6* MINIMUM B-1 FILTER MATERIAL SIEVE SIZE PFRHENT PASSING 1 INCH 3/4 INCH 3/8 INCH NO. i NO. 8 NO. 30 "NO. 50 NO. 200 100 90-100 40-100 25-40. 18-33 .6-15 .0-7 0-3 ALTERNATE 2: PERFORATED PIPE. GRAVEL AND.FILTER FABRIC 6'MINIMUM OVERLAP 6' MINIMUM OVERLAP A-2 6'MINIMUM COVER 4- MINIMUM BEDDING 4' MINIMUM BEDDING GRAVEL MATERIAL 9 FP/LINEVR FT. PERFORATED PIPE: SEE ALTERNATE 1 B-2 GRAVEL CLEAN 3/4 INCH ROCK OR APPROVED SUBSTITUTE FILTER FABRIC MIRAFI 140 OR APPROVED SUBSTITUTE PLATE EG-2 I I I I I I f I I I DETAIL FOR FILL SLOPE TOEING OUT ON FUT ALLUVIATED CANYON TOE OF SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED RLL •;=5Jf— BACKCUT\.VARIES. FOR DEEP REMOVALS. ^ BACKCUT ^KSHOULD BE MADE NO ^ STEEPER THAI>0:1 OR AS NECESSARY >JN ORIGINAL GROUND SURFACE COMPACTED RLL ANTICIPATED ALLUVIAL REMOVAL FOR SAFETY CONSIDERATIONS 1 DEPTH PER SOIL ENCtNCER. PROVIDE A 1:1 MINIMUM PROJECTION FROM TOC OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS ANO/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL COMPACTED FILL LIMITS LINE PROPOSED ADDITIONAL COMPACTED FILL (EXISTING COMPACTED FILL) ^\ / x TEMPORARY COMPACTED RLL ^^FOR DRAINAGE ONLY •>\ -—" Qaf fQal (TO BE REMOVED! BE REMOVED BEFORE PLACING ADDITIONAL COMPACTED RLL LEGEND Qaf ARTIFICIAL FILL Qal ALLUVIUM PLATE EG-3 TYPICAL STABIUZATION / BUTTRESS FILL DETAIL 15" TYPICAL 1-2' CLEAf "0 r- > —I m m o I OUTLETS TO BE SPACED AT 100'MAXIMUM INTERVALS. AND SHALL EXTEND 12' BEYOND THE FACE OF SLOPE AT TIME OF. ROUGH GRADING COMPLETION. DESIGN FINISH SLOPE ^jSs'MINIMUM I j m BLANKET FILL IF RECOMMENDED BY THE SOIL ENGINEER 10'MINIMUM 25'MAXIMU lAXIMUK^^jlCT^' 1 ((^ H"*^ TYPICAL BENCHING BUTTRESS OR SIDEHILL FILL 2% GRADIENT BEDROCK J •^TOE ' W = 15'MINIMUM OR H/2 DIAMETER NON-PERFORATED OUTLET PIPE AND BACKDRAIN (SEE ALTERNATIVES) HEEL 3'MINIMUM KEY DEPTH TYPICAL STABILIZATION / BUTTRESS SUBDRAIN DETAIL 4-MINIMUM 2' PIPE MINIMUM 4- MINIMUM PIPE 1— > m m o I Ul 2' MINIMUM RLTER MATERIAL MINIMUM OF FIVE Ft'/LINEAR Ft OF PIPF OR FOUR FI'/LINEAR Fl OF PIPE WHEN PLACED IN SQUARE CUT TRENCH. ALTERNATIVE IN LIEU OF RLTER MATERIAL: GRAVEL MAY BE EI^CASED IN APPROVED FILTER FABRIC. FILTER FABRIC SHALL BE MIRAFI 140 OR EQUIVALENT. FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12" ON ALL JOINTS. MINIMUM 4- DIAMETER PIPE: ABS-ASTM D-2751. SDR 35 OR ASTM D-1527 SCHEDULE 40 PVC-ASTM D-3034. SpR 35 OR ASTM D-1785 SCHEDULE 40 WITH A CRUSHING STRENGTH OF 1.000 POUNDS MINIMUM. AND A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS OF BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2% TO OUTLET PIPE. OUTLET PIPE TO BE CONNECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW. NOTE: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL 2. BACKDRAINS AND LATERAL DRAINS SHALL BE LOCATED AT ELEVATION OF EVERY BENCH DRAIN. FIRST DRAIN LOCATED AT ELEVATION JUST ABOVE LOWER LOT GRADE. ADDITIONAL DRAINS MAY BE REQUIRED AT THE DISCRETION OF THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. FILTER MATERIAL SHALL BE OF THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT: SIEVE SIZE PERCENT PASSING 1 INCH 10 0 3/4 INCH 90-100 3/8 INCH 40-100 NO. 4 25-40 NO. 8 18-33 NO. 30 5-15 NO. 50 0-•7 NO. 200 0--3 GRAVEL SHALL BE OF THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT: SIEVE SIZE PERCENT PASSING 1 1/2 INCH NO. 4 NO. 200 100 50 8 SAND EQUIVALENT: MINIMUM OF 50 FILL OVER NATURAL DETAIL SIDEHILL FILL PROPOSED GRADE TOE OF SLOPE AS SHOWN ON GRADING PLAN PROVIDE A 1:1 MINIMUM PROJECTION FROM DESIGN TOE OF SLOPE TO TOE OF KEY AS SHOWN ON AS BUILT NATURAL SLOPE TO BE RESTORED WITH COMPACTED FILL S —«— INIMUM BACKC UT V^f^'^sX^^ ^^^/A\^y/\'^\ili^ ^3'. MINIMUM u r- > •H m m o I 15'MINIMUM KEY WIDTH 2'X 3'MINIMUM KEY DEPTH 2'MINIMUM IN BEDROCK OR APPROVED MATERIAL NOTE: 1. WHERE THE NATURAL SLOPE APPROACHES OR EXCEEDS THE DESIGN SLOPE RATIO. SPECIAL RECOMMENDATIONS WOULD BE PROVIDED BY THE SOILS ENGINEER. 2. THE NEED FOR AND DISPOSITION OF DRAINS WOULD BE DETERMINED BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS. FILL OVER CUT DETAIL CUT/FILU CONTACT 1. AS SHOWN ON GRADING PLAN 2. AS SHOWN ON AS BUILT MAINTAIN MINIMUM 15'FILL SECTION FROM BACKCUT TO FACE OF FINISH SLOPE BENCH WIDTH MAY VARY ^^^^ BEDROCK OR APPROVED MATERIAL ILOWEST BENCH WIDTM 15'MINIMUM OR H/2 > m m o I NOTE: THE CUT PORTION OF THE SLOPE SHOULD BE EXCAVATED AND EVALUATED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION. STABIUZATION FILL FOR UNSTABLE MATERIAL EXPOSED IN PORTION OF CUT SLOPE POSED RNISHED GRADE PROPqs ^/ UNWEATHERED BEDROCK r- > m m o I CX) OR APPROVED MATERIAL COMPACTED STABILIZATION RLL 'MINIMUM TILTED BACK IF RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. THE REMAINING CUT PORTION OF THE SLOPE MAY REQUIRE REMOVAL AND REPLACEMENT WITH COMPACTED FILL NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENOINEER AND/OR ENGINEERING GEOLOGIST, 2. -W- SHALL BE EQUIPMENT WIDTH (IS'l FOR SLOPE HEIGHTS LESS THAN 25 FEET. FOR SLOPES GREATER THAN 25 FEET 'W* SHALL BE DETERMINED BY THE PROJECT SOILS ENGINEER AND /OR ENGINEERING GEOLOGIST. AT NO TIME SHALL 'W BE LESS THAN H/2. Wm SKIN FILL OF NATURAL GROUND ORIGINAL SLOPE 15'MINIMUM TO BE MAINTAINED FROM PROPOSED FINISH SLOPE FACE TO BACKCUT PROPOSED FINISH SLOPE ^ 2'MINIMUM l'^ KEY DEPTH m m o I ROPOSED FINISH GRADE t3'MINIMUM ^^^^ BEDROCK OR APPROVED MATERIAL MINIMUM KEY DEPTH INIMUM KEY WIDTH NOTE: 1. THE NEED AND DISPOSITION OF DRAINS WILL BE DETERMINED! BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST BASED ON FIELD CONDITIONS. 2. PAD OVEREXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED TO BE NECESSARY BY THE SOILS ENGINEER ANO/OR ENGINEERINO GEOLOGIST. DAYLIGHT CUT LOT DETAIL RECONSTRUCT COMPACTED FILL SLOPE AT 2:1 OR FLATTER (MAY INCREASE OR DECREASE PAD AREA). OVEREXCAVATE AND RECOMPACT REPLACEMENT FILL NATURAL GRADE AVOID AND/OR CLEAN UP SPILLAGE OF MATERIALS ON THE NATURAL SLOPE PROPOSED FINISH GRADE ^VK.^J></ Ta* MINIMUM BLANKET FILL <P/ '^^l/^^^nfW^ BEDROCK OR APPROVED MATERIAL V TVPII TYPICAL BENCHING > m m o o NOTE: 1. SUBDRAIN AND KEY WIDTH REQUIREMENTS W,ILL BE DETERMINED BASED ON EXPOSED SUBSURFACE CONDITIONS AND THICKNESS OF OVERBURDEN. 2. PAD OVER EXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY THE SOILS ENGINEER AND/OR THE ENGINEERING GEOLOGIST. I I I I I I p I I I i TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE fRANSITlON) NATURAL ORAOE COMPACTED RLL /^^^^ 3- MINIMUM* ^ UNWEATHERED BEDROCK OR APPROVED MATERIAL l7# TYPICAL BENCHING CUT-FILL LOT (DAYUGHT TRANSITION) PAD GRADE NATURAL GRADE -^T^^ COMPACTED RLL 0^ 'OVEREXCAVATE AND RECOMPACT UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING lU^f NOTE: •DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEF CUT-RLL TRANSITION AREAS. PLATE EG-11 I I I I I I i I I I i OVERSIZE ROCK DISPOSAL VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN. VIEW NORMAL TO SLOPE FACE PROPOSED RNISH GRADE 10' MINIMUM IE] 120'MINIMUM QO CO 00 INIMUM !A) Afj' MINIMUM 77, BEDROCK OR APPROVED MATERIAL OO MINIMUM IC) CO (Gl OO CO VIEW PARALLEL TO SLOPE FACE PROPOSED RNISH GRADE 10' MINIMUM (E) 1^100'MAXIMUM (B)^ CD 10'MINIMUM Ts'MINIMUM (C) 3* MINIMUM 10'MINIMUM (G) OCOCP (R X3 piinmur^ lui BEDROCK OR APPROVED MATERIAL NOTE: IA) (B) IC) (0) (E) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SEE AND TYPE OF EQUIPMENT USED. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100' MAXIMUM. IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERNG GEOLOGIST^ WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. ORIENTATION OF WINDROWS MAY VARY BUT SHALL BE AS RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. CLEAR AREA FOR UTILITY TRENCHES, FOUNDATIONS AND SWIMMING POOLS. IF) VOIDS IN WINDROW SHALL BE RLLED BY FLOODING GRANULAR SOIL INTO PLACE. GRANULAR SOIL SHALL BE ANY SOIL WHICH HAS A UNIRED SOIL CLASSIRCATION SYSTEM IUBC 29-1) DESIGNATION OF SM. SP. SW. GP. OR GW. ALL RLL OVER AND AROUND ROCK WINDROW SHALL 89 COMPACTED TO 90% RELATIVE COMPACTION. AFTER RLL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE UFT OF RLL COVERING WINDROW. WINDROW SHALL BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT. OVERSIZED ROCK IS DEHNED AS LARGER THAN 12". ANO LESS THAN 4 FEET INSIZE. PLATE EG-12 (G) (H) I I I I I I I I I I i ROCK DISPOSAL PITS FILL UFTS COMPACTED OVER ROCK AFTER EMBEDMENT GRANULAR MATERIAL COMPACTED RLL SEE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SEE. NOTE: 1. LARGE ROCK IS DEFINED AS ROCK LARGER THAN 4 FEET IN MAXIMUM SEE. 2. PIT IS EXCAVATED INTO COMPACTED FILL TO A DEPTH EQUAL TO 1/2 OF ROCK SEE. 3. GRANULAR SOIL SHOULD BE PUSHED INTO PIT AND DENSIRED BY FLOODING. USE A SHEEPSFOOT AROUND ROCK TO AID IN COMPACTION. 4. A MINIMUM OF 4 FEET OF REGULAR COMPACTED FILL SHOULD OVERLIE EACH PIT. 5. PITS SHOULD BE SEPARATED BY AT LEAST 15 FEET HOREONTALLY. 6. PITS SHOULD NOT BE PLACED WITHIN 20 FEET OF ANY RLL SLOPE. 7. PITS SHOULO ONLY BE USED IN DEEP FILL AREAS. PLATE EG-13 I I I I I I i I I I m SETTLEMENT PLATE AND RISER DETAIL 2'X 2'X 1/4- STEEL PLATE STANDARD 3/4' PIPE NIPPLE WELDED TO TOP OF PLATE. 3/4- X 5* GALVANIZED PIPE. STANDARD PIPE THREADS TOP AND BOTTOM. EXTENSIONS THREADED ON BOTH ENDS AND ADDED IN 5* INCREMENTS. 3 INCH SCHEDULE 40 PVC PIPE SLEEVE. ADD IN 5* INCREMENTS WITH GLUE JOINTS. FINAL GRADE MAINTAIN 5" CLEARANCE OF HEAVY EQUIPMENT. MECHANICALLY HAND COMPACT IN 2'VERTICAL -rV UFTS OR ALTERNATIVE SUITABLE TO AND ACCEPTED BY THE SOILS ENGINEER. MECHANICALLY HAND COMPACT THE INITIAL 5* VERTICAL WITHIN A 5'RADIUS OF PLATE BASE. 1 . > \ • • • • • • * 1 • ——II ponv/in BOTTOM OF CLEANOUT PROVIDE A MINIMUM 1'BEDDING OF COMPACTED SAND NOTE 1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY vfiim P CRPn FLAGGE^ TO EQUIPMENT OPERATORS. Aun •5 pniTPAP^nS SHOULD MAINTAIN CLEARANCE OF A 5* RADIUS OF PLATE BASE AND ^- ^^TJIM'^^^S^DA?*! ! FOR H^ EQUIPMENT. RLL WITHIN CLEARANCE AREA SHOULD BEH AHD COMPACTED TO PROJECT SPECIRCATIONS OR COMPACTED BY ALTERNATIVE 3 iF?ESTrvlJTlSlL)SF Fia 1^1^^^^^^^ CONTRACTOR SHOULD MAINTAIN A 5'RADIUS 4" ll'i'^n^l SSCAUY°H'AND COMPACT INITIAL 2'OF RLL PRIOR TO ESTABLISHING THE INITIAL READING. 5 IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN THE SPECIRED CLEARANCE AREA. CONTRACTOR SHOULD ^MEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RPSTORING THE SETTLEMENT PLATES TO WORKING OROER. 6 AS AL^RSATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. PLATE EG-U I I I I I I TYPICAL SURFACE SETTLEMENT MONUMENT RNISH GRADE i I I I i 3'-6" 3/8* DIAMETER X 6* LENGTH CARRIAGE BOLT OR EQUIVALENT DIAMETER X 3 1/2* LENGTH HOLE CONCRETE BACKRLL PLATE EG-15 I I I I I I i I I I I TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE 1 TOP VEW APPROXIMATE CEJflER OF TESI PIT I NOT TO SCALE ) PLATE EG—16 I I I I I I OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE 20* MINIMUM CO oo MINIMUM (E) OO 15'MINIMUM (A) oo o CO ,15-MINIMUM (AU ^5'Ml oo (61 oo ooiFl r I I I 'MINIMUM (C) BEDROCK OR APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE 10'MINIMUM (E) , 100'MAXIMUM (B ,, ,'MINIMUM(C) BEDROCK OR APPROVED MATERIAL NOTE: (A) (B) (C) (D) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SEE ANO TYPE OF EQUIPMENT LENGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM. IF APPROVED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. ORIENTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. (F) CLEAR AREA FOR UTILITY TRENCHES. FOUNDATIONS ANO SWIMMING POOLS. (R ALL RLL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED. "If^' I HPTWEEN WINDROWS IS PLACED AND COMPACTED WITH THE UFT OF FILL COVERING WINDROW. WINDROW SHOULD BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH , _ -ir^ A AND VOIDS SHOULD BE COMPLETELY RLLED IN. PLATE RQ-1 (G) I I I I I I I I f I ROCK DISPOSAL PITS VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH A^n VOIDS SHOULD BE COMPLETELY FILLED IN. FILL LIFTS COMPACTED OVER ROCK AFTER EMBEDMENT MM ^» I I ] COMPACTED RLL I I I GRANULAR MATERIAL I I SEE OF EXCAVATION TO BE | COMMENSURATE WITH ROCK SIZE | I -J ROCK DISPOSAL LAYERS GRANULAR SOIL TO RLL VOIDS. DENSIRED BY FLOODING ^ • LAYER ONE ROCK HIGH \1 , COMPACTED RLL PROPOSED FINISH GRADE £10'MINIMUM OR BELOW LOWEST UTIU -* 20. OVERSIZE LAYER PROFILE ALONG LAYER LOPE FACE COMPACTED RLL X3'MINIMUM sOCSOOOQCOCO CLEAR ZONE 20'MINIMUM LAYER ONE ROCK HIGH PLATE RD-2