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Home My WebLink AboutCT 83-17; CALAVERA HEIGHTS VILLAGE W; GEOTECHNICAL; 9999-10-22UPDATE OF GEOTECHNICAL REPORT CALAVERA HILLS, VILLAGE W CITY OF CARLSBAD, CALIFORNIA FOR CALAVERA HILLS II, LLC 2727 HOOVER AVENUE NATIONAL CITY, CALIFORNIA 91950 W.O. 2750-A-SC OCTOBER 22, 1999 Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915 October 22, 1999 W.O. 2750-A-SC Calavera Hills II, LLC 2727 Hoover Avenue Nafional City, California 91950 Attenfion: Mr. Thom Fuller Subject: Update of Geotechnical Report, Calavera Hills, Village W, City of Carlsbad, California Genfiemen: In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical update evaluafion 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 Unless specifically superceded in the text of this report, recommendafions presented in the referenced reports (see Appendix A) are considered valid and applicable.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 representafive from this office on October 20,1999, indicated that site conditions have not substanfially changed since the complefion' of the referenced reports by others (see Appendix A). This review is based on the proposed development shown on Plates 1 through 3, prepared by O'Day Consultants. It is our understanding that planned site development will consist of site preparafion for the construcfion of approximately 122 single family residenfial structures. Plans indicate that maximum cuts and fills are on the order of 70 feet and 30 feet, respectively. Plans also indicate that grading will consist of cut slopes and fill slopes up to approximately 50 feet and 55 feet, respectively. All slopes are anticipated to be constructed at a 2:1 (horizontal to vertical) inclinafion. Foundafion loads are anficipated to be typical for this type of relatively light construcfion. Sewage disposal is anficipated to be fied into the regional system. The tentative location of proposed lots are shown on Plates 1 through 3. EARTHWORK RECOMMENDATIONS Site grading should be performed in accordance with the minimum standards of the City of Carfsbad, the Uniform Building Code (1997 edifion) and the grading guidelines presented in Appendix B. Due to the anficipated rock hardness, consideration should be given to over excavafing street areas to at least 12 inches below lowest ufility invert elevation in cut areas. Overexcavation within parkways should also be considered with respect to ufility laterals. This is not a geotechnical requirement, however. Preliminary subdrain locafions are shown on Plates 1 through 3. SEISMIC DESIGN PARAMETERS Based on the site condifions. Chapter 16 of the Uniform Building Code (Internafional 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 N, Near Source Factor N3 (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 W File: e:\wp7\2700\2750a.ugr W.O. 2750-A-SC October 22, 1999 Page 2 GeoSoils, Inc. 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 somefimes random nature of fractures in this type of bedrock, adverse condifions may be exposed during grading. Such condifions, if present, should be evaluated by the geotechnical consultant as soon as they are exposed and the appropriate recommendations should be provided. Such an evaluafion may consist of a formal slope stability analysis. Possible remedial recommendafions may include, but not necessarily limited to buttress fills, stability fills, rock netting, and rock boifing. FOUNDATION RECOMMENDATIONS General The foundafion design and construcfion recommendafions presented herein are preliminary in nature and will be finalized at the complefion of grading. Recommendafions for convenfional foundation systems are provided in the following sections. 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 foundafions will be determined in accordance with the criteria presented in the attached Table 1 and Table 2. Conventionai Foundation Design 1. Conventional spread and continuous footings may be used to support the proposed residenfial structures provided they are founded enfirely in properly compacted fill or other competent bearing material (i.e., bedrock). Foofings should not simultaneously bear direcfiy 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 foofings 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 addifional 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. 2750-A-SC Calavera Hills, Village W October 22, 1999 File: e:\wp7\2700\2750a.ugr Page 3 GeoSoils, Inc. 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 fricfional 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, ufilifies or other improvements within a zone of h/3 fi'om the top of slope may be subjectto lateral distortion. Foofings, flatwork, and ufilifies setbacks should be constructed in accordance with distances indicated in this secfion, and/or the approved plans. 7. Provided that the recommendations 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 is not expected to exceed approximately Vs-inch and should occur below the heaviest loaded columns. Differential settlement is not anticipated 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 confinuous foofings should be constructed in accordance with recommendafions 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 belowthe lowest adjacent ground surface and fied 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 elevafion as base of the adjoining foofings. Calavera Hills II, LLC W.O. 2750-A-SC Calavera Hills, Village W October 22, 1999 File: e:\wp7\2700\2750a.ugr Page 4 GeoSoils, Inc. 4. The residenfial fioor and garage slabs should have a minimum thickness of 4 inches, in accordance with Table 1. Concrete used in floor slab construction should have a minimum compressive strength of 2000 psi. 5. Concrete slabs should be underlain with a minimum of 4 inches of sand. In addifion, a vapor barrier consisfing of a minimum of 10-mil, polyvinyl-chloride membrane, with all 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 posifioning during placement of the 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 opfimum 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 foofing excavafions to be used onsite should be compacted to a minimum relative compaction 90 percent ofthe 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 positive drainage patterns that direct drainage away from the structural areas and toward the street. 9. As an alternafive, an engineered post-tension foundafion system may be used. Recommendafions 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 construcfion of typical one (1) and two (2) story residential structures onsite. The information and recommendations presented in this secfion 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 fiuctuafion 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 construction of a perimeter "cut off' wall grade beam may be employed. Calavera Hills II, LLC W.O. 2750-A-SC Calavera Hills, Village W October 22, 1999 File: e:\wp7\2700\2750a.ugr Page 5 GeoSoils, Inc. 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 ufilized and be of sufficient thickness to provide an adequate separafion of foundation from soils (10-mil thick). The vapor barrier should be lapped and adequately sealed to provide a confinuous 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 nafional code criteria and the recommendations of a structural or civil engineer qualified in post- tension slab design. Alternafives 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 alternatives 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 recommendations contained in this report are incorporated into final design and construcfion phase of development, a majority (>50 percent) ofthe anticipated foundation 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 anticipated to exceed V4-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 reacfion, presented in Table 2. Calavera Hills II, LLC W.O. 2750-A-SC Calavera Hills, Village W October 22, 1999 File: e:\wp7\2700\2750a.ugr Page 6 GeoSoils, Inc. 8. In accordance with guidelines presented in the Uniform Building Code, improvements and/or foofings 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 foofings. Improvements constructed within a distance of h/3 from the top of slope may be subject to lateral distortion. Foundafions 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 recommendafion may not be considered valid, if the addifional surcharge imparted by the upper foundafion on the lower foundafion has been incorporated into the design of the lower foundafion. Addifional 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 conditions. Posifive surface drainage away from graded slopes should be maintained and only the amount of irrigafion 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. Compacfion to the face of fill slopes would tend to minimize short term erosion unfil vegetafion 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 Recommendafions for additional grading, exterior concrete fiatwork design and construction, including driveways, can be provided upon request. If in the future, any Calavera Hills II, LLC " W.O. 2750-A-SC Calavera Hills, Village W October 22, 1999 File: e:\wp7\2700\2750a.ugr Page 7 GeoSoils, Inc. additional improvements are planned for the site, recommendafions concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Trenching All footing trench excavations for structures and walls should be obsen/ed and approved by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relafive compacfion of 90 percent if not removed from the site. All excavations should be observed 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 excavafions should be anficipated. If these concretions are encountered within the proposed foofing trench, they should be removed, which could produce larger excavated areas within the foofing or ufility trenches. Drainage Posftive site drainage should be maintained at all fimes. Drainage should not fiow 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 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 oufiet placed in the bottom ofthe 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 addition, foundation excavations and any additional earthwork construcfion performed on the site should be observed and tested by this office. If condifions are found to differ substantially from those stated, appropriate recommendations would be offered at that fime. Calavera Hills II, LLC W.O. 2750-A-SC Calavera Hills, Village W October 22, 1999 File: e:\wp7\2700\2750a.ugr Page 8 GeoSoils, Inc. LIMITATIONS The materials observed on the project site and the referenced reports reviewed are believed to be generally representative of the area; however, soil and bedrock materials vary in character between excavations 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, tesfing 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 obsen/ed, selective laboratory tesfing and engineering analysis, the conclusion and recommendafions are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of pracfice are subject to change with fime. 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, CE RGC/DWS/JPF/mo Attachments: David W. Skelly Civil Engineer Table 1 - Convenfional Foundafion Recommendafions Table 2 - Post Tensioned Foundation Recommendafions Appendix A - References Appendix B - General Earthwork and Grading Guidelines Plates 1 through 3 - Geologic Maps Distribution: (4) Addressee Calavera Hills II, LLC Calavera Hills, Village W File: e:\wp7\2700\2750a.ugr W.O. 2750-A-SC October 22, 1999 Page 9 GeoSoils, Inc. TABLE 1 Conventional Perimeter Footings. Slabs, and Exterior Flatwork for Calavera Hills. Village W FOUNDATION CATEGORY MINIMUM FOOTING SIZE INTERIOR SLAB THICKNESS REINFORCING STEEL 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- Mil 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 Category Criteria Category I: Category II: Category III: Notes: 1. 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 or Differential Fill Thickness is between 10 and 20' (see note 1). Max. Fill Thickness exceeds 50', or Expansion Index exceeds 90 but is less than 130, or Differential Fill Thickness exceeds 20' (see note 1). thickness Post tension (PT) foundations are required where maximum fill exceeds 50', or the ratio of the maximum fill thickness to the minimum exceeds 3:1. Consideration should be given to using post tension foundations where the expansion index exceeds 90. 2. Footing depth measured from lowest adjacent subgrade. 3. Allowable soil bearing pressure is 2,000 PSF. 4. Concrete for slabs and footings shall have a minimum compressive strength of 2,000 PSI (2,500 PSI for exterior flatwork), or adopted UBC min., at 28 days, using 5 sacks of cement. Maximum Slump shall be 5". 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. 6. Isolated footings shall be connected to foundations per soils engineer's recommendations (see report). 7. Sand used for base under slabs shall be very low expansive, and have SE > 30. 8. Additional exterior flatwork recommendations are presented in the text of this report. 9. 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. TABLE 2 PRELIMINARY POST TENSION SLAB FOUNDATION RECOMMENDATIONS Expansion Index Foundation Category Expansion Index l(PT) Very Low to Low (0-50) n(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 e^ edge 2.5 2.7 3.0 e,„ center 5.0 5.5 5.5 Ym edge 0.35 0.5 0.75 Ym 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. APPENDiX A REFERENCES APPENDIXA REFERENCES Internafional Conference of Building Officials, 1997, Uniform Building Code, Whittier, California. O'Day Consultants, 1999, Site Plan for Village W, Calavera Hills, Carlsbad, California, 1"=40' scale, dated AugusL Southern California Soil and Tesfing, Inc., 1990, Interim report of geotechnical Investigation, Calavera Heights, Village W-X-Y, Tamarack Avenue and College Boulevard, Carlsbad, California, W.O. 9021049, dated May 15. , 1984, Summary of geotechnical invesfigation for Lake Calavera Hills, Villages E-1, E-2, H, K, L-2, L-3, Q, R, S, T, U and W-X, Carlsbad, California, W.O. 14112, Report No. 6., dated August 6. GeoSoils, Inc. APPENDiX B GENERAL EARTHWORK AND GRADING GUIDELINES 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 preparafion of areas to filled, placement of fill, installafion of subdrains and excavafions. The recommendafions contained in the geotechnical report are part ofthe earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluafions performed by the consultant during the course of grading may result in new recommendafions which could supersede these guidelines or the recommendafions contained in the geotechnical report. The contractor is responsible for the safisfactory complefion of all earthwork in accordance with provisions of the project plans and specificafions. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide obsen/ation and testing sen/ices, and geotechnical consultafion during the durafion 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 forthe purpose of observing earthwork procedures and tesfing the fills for conformance with the recommendafions of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and obsen/afion so that determination may be made that the work is being accomplished as specified. 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 their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavafions, 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 obsen/afion. Laboratory and Field Tests Maximum dry density tests to determine the degree of compacfion should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78. Random field compaction tests should be performed 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. would vary depending on the soil condifions and the size ofthe project. The locafion and frequency of tesfing would be at the discrefion of the geotechnical consultant. Contractor's Responsibiiity All clearing, site preparafion, and earthwork performed on the project should be conducted by the contractor, with obsen/ation 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 safisfacfion of the soil engineer, and to place, spread, moisture condifion, mix and compact the fill in accordance with the recommendafions ofthe soil engineer. The contractor should also remove all major non- earth material considered unsafisfactory by the soil engineer. It is the sole responsibility ofthe contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compacfion 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, unsafisfactory 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 conditions, and if necessary, stop work until conditions are satisfactory. During construcfion, the contractor shall properly grade 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 vegetafion, 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 materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, sepfic 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 othen/vise 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\2750a.ugr Page 2 GeoSoils, Inc. firm ground and approved by the soil engineer before compacfion and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture condifioned should be re-compacted to the minimum 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 optimum 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 excess 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 confinue unfil the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compacfion 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 least 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 ofthe 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 Vi 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, removal areas, and the toe of fill benches should be obsen/ed and approved by the soil engineer and/or engineering geologist priorto placement of fill. Fills may then be properly placed and compacted until design grades (elevafions) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized 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 be removed from the fill as directed Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2750a.ugr Page 3 GeoSoils, Inc. by the soil engineer. Soils of poor gradafion, undesirable expansion potenfial, or substandard strength characteristics may be designated 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 oniy within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the locafion of materials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations ofthe soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade (elevafion) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundafion excavafions, future ufilifies, 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. If any material other than that previously tested is encountered during grading, an appropriate analysis ofthis material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared 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 compaction 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 should be blended with drier material. Moisture condifion, blending, and mixing of the fill layer should confinue unfil the fill materials have a uniform moisture content at or above opfimum moisture. After each layer has been evenly spread, moisture condifioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designafion, D-1557-78, or as othen/vise recommended by the soil engineer. Compacfion equipment should be adequately sized and should be specifically designed for soil compacfion or of proven reliability to efficiently achieve the specified degree of compaction. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2750a.ugr Page 4 GeoSoils, Inc. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compacfion, or improper moisture is in evidence, the particular layer or portion shall be re-worked unfil 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. Compacfion of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configurafion. Tesfing shall be performed as the fill is elevated to evaluate compacfion as the fill core is being developed. Special efforts may be necessary to attain the specified compacfion in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. Afinal determinafion of fill slope compacfion should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compacfion, and speciai 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 compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes confinuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face ofthe slope. 2. Loose fill should not be spilled out over the face 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 inten/als, subsequent to compacfion operafions. 4. After complefion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compacfion to near the slope face. Subsequent to tesfing to verify compacfion, the slopes should be grid-rolled to achieve compacfion to the slope face. Final tesfing should be used to confirm compacfion after grid rolling. 5. Where tesfing indicates less than adequate compacfion, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2750a.ugr P^QS 5 GeoSoils, Inc. 6. 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 recommendafion of the 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 locafion of constructed subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavafions 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/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless othenwise approved, the cut portion ofthe slope should be observed 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 invesfigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluafion by the engineering geologist, whether anficipated 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. Addifionally, 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 of the controlling governmental agencies, and/or in accordance with the recommendafions of the soil engineer or engineering geologist. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2750a.ugr Page 6 GeoSoils, Inc. 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 complefion 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 notificafion of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protecfion and/or planning should be undertaken as soon as pracfical after complefion 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 considerafions for use by all employees on mulfi-employer construcfion sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes that construction acfivities 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 fimes. To achieve our goal of avoiding accidents, cooperafion between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical tesfing and observafion, the following precaufions 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 safety meefings. 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 fiags are provided to GSI 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 Hills II, LLC Appendix B File: e:\wp7\2700\2750a.ugr Page 7 GeoSoils, Inc. Flashing Lights: All vehicles stafionary in the grading area shail use rotafing or fiashing amber beacon, or strobe lights, on the vehicle during all field tesfing. While operafing a vehicle in the grading area, the emergency flasher on the vehicle shall be acfivated. In the event that the contractor's representative obsen/es any of our personnel not following the above, we request that it be brought to the attenfion of our office. Test Pits Location. Orientation and Ciearance The technician is responsible for selecfing test pit locations. A primary concern should be the technicians's safety. Efforts will be made to coordinate locafions with the grading contractors authorized representafive, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representafive (dump man, operator, supen/isor, grade checker, etc.) should direct excavation ofthe pit and safety during the test period. Of paramount concern should be the soil technicians safety and obtaining enough tests to 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 all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test locafion. If this is not possible, a prominent fiag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operafion distance (e.g. 50 feet) away from the slope during this tesfing. The technician is directed to withdraw from the active portion of the fill as soon as possible following tesfing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, 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 safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supen/isor. The grading contractors representative will eventually be contacted in an effort to effect a solufion. However, in the Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2750a.ugr Page 8 GeoSoils, Inc. interim, no further tesfing will be performed until the situafion is rectified. Any fill place can be considered unacceptable and subjectto reprocessing, recompacfion 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 attention 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 tesfing 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 excavafions 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 obligafion to notify CAL-OSHA and/or the proper authorifies. Calavera Hills II, LLC Appendix B File: e:\wp7\2700\2750a.ugr Page 9 GeoSoils, Inc. CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) TYPICAL BENCHING ^^^^^ ^ \\\"/ BEDROCK SEE ALTERNATIVES TYPE B \ \ \ V .i \ ^ \ PROPOSED COMPACTED FILL NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) ^ BEDROCK TYPICAL BENCHING SEE ALTERNATIVES NOTE: ALTERNATIVES. LOCATION AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. PLATE EG-1 CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE AND RLTER MATERIAL MINIMUM A-1 12* MINIMUM 1 RLTER MATERIAL MINIMUM VOLUME OF 9 FT» • ryy /UNEAR FT. 6* ^ ABS OR PVC PIPE OR APPR'OVED >'•;•'•-.-'^ SUBSTITUTE WITH MINIMUM 8 KMW 0) PERFS ^ *.'•'& ^ UNEAR FT. IN BOTTOM HALF OF Pipf. ' \\-.V-j;^cK> ASTM D2751. SDR 35 OR ASTM D1527. SCHD 40 W ASTM D3G34. SDR 35 OR ASTM D1785. SCHD'40 FOR CONTINUOUS RUN IN EXCESS OF 56o FT * USE 8-PIPE 6* MINIMUM B-1 FILTER MATERIAL SIEVE SIZE PERCSNT PA$$|N(? 1 INCH 100 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 ALTERNATE 2: PERFORATED PIPE. GRAVEL AND. FILTER FABRIC 6'MINIMUM OVERLAP 6• MINIMUM COVER 4* MINIMUM BEDDING 6' MINIMUM OVERLAP A-2 B-2 4* MINIMUM BEDOINGZZ:: GRAVEL MATERIAL 9 FP/UNEAR FT. PERFORATED PIPE: SEE ALTERNATE 1 GRAVEL CLEAN 3/4 INCH ROCK OR APPROVED SUBSTITUTE FILTER FABRIC MIRAFI 140 OR APPROVED SUBSTITUTE PLATE EG-2 DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON TOE OF SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED FILL BACKCUT\^ARIES. FOR DEEP REMOVALS. ^ BACKCUT ^VKSHOULD BE MADE NO STEEPER THAI^^Il OR AS NECESSARY^ COMPACTED RLL ORIGINAL GROUND SURFACE FOR SAFETY CONSIDERATIONS y / ANTICIPATED ALLUVIAL REMOVAL DEPTH PER SOIL ENGMCER. 1 '^V/7^||^_ PROVIDE A 1:1 MINIMUM PROJECTION FROM TOC OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMEMOED REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS AMO/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL COMPACTED RLL LIMITS UNE Qaf (EXISTING COMPACTED RLU ,v TEMPORARY COMPACTED FILL FOR DRAI^ k Qaf ^.^FOR DRAINAGE ONLY ^>i^ Qaf XQal (TO BE REMOVED!. TO BE REMOVED BEFORE PLACING ADDITIONAL COMPACTED FILL LEGEND Qaf ARTIFICIAL FILL Qal ALLUVIUM PLATE EG-3 TYPICAL STABILIZATION / BUTTRESS FILL DETAIL 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 15'MINIMUM 10'MINIMUM 25'MAXIMU T) > H m m o I 4>- BUTTRESS OR SIDEHILL F|LL 2% GRADIENT u BLANKET FILL IF RECOMMENDED BY THE SOIL ENGINEER 1« TYPICAL BENCHING BEDROCK HEEL ' W=15'MINIMUM OR H/2 DIAMETER NON-PERFORATED OUTLET PIPE AND BACKDRAIN (SEE ALTERNATIVES) 3'MINIMUM KEY DEPTH TYPICAL STABILIZATION / BUTTRESS SUBDRAIN DETAIL A" MINIMUM PIPE 2' MINIMUM A" MINIMUM PIPE MINIMUM 41 P • • • • • • *•••*• > m m o I cn 2- MINIMUM RLTER MATERIAL MINIMUM OF FIVE FP/UNEAR Ft OF PIPF OR FOUR FI'/LINEAR Ft OF PIPE WHEN PLACED IN SQUARE CUT TRENCH, ALTERNATIVE IN UEU OF FILTER MATERIAL: GRAVEL MAY BE ENCASED 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. RRST DRAIN LO-CATED 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: 1 INCH 100 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 COMPACTED 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 r" > m m o I cn NATURAL SLOPE TO BE RESTORED WITH COMPACTED FILL BACKCUT VARIES ^VAW) h. MINIMUM 15'MINIMUM KEY WIDTH 2'X 3'MINIMUM KEY DEPTH 2'MINIMUM IN BEDROCK OR APPROVED MATERIAL. BENCH WIDTH MAY VARY ^JI: MINIMUM 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/RLL 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 ^^~BEDR OCK OR APPROVED MATERIAL LOWEST BENCH WIDTH 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 AND/OR ENGINEERING GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION. STABILIZATION FILL FOR UNSTABLE MATERIAL EXPOSED IN PORTION OF CUT SLOPE "D r" > m m o I oo UNWEATHERED BEDROCK OR APPROVED MATERIAL ^ COMPACTED STABILIZATION FILL V 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 RLL NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST, 2. -W- SHALL BE EQUIPMENT WIDTH 115') 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. SKIN FILL OF NATURAL GROUND ORIGINAL SLOPE >ROPOSED FINISH GRADE 15'MINIMUM TO BE MAINTAINED FROM PROPOSED FINISH SLOPE FACE TO BACKCUT lOPOSED FINISH SLOP -0 H m m o I CD T3'MINIMU M S BEDROCK OR APPROVED MATERIAL KEY DEPTH 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 AND/OR ENGINEERING GEOLOGIST. DAYLIGHT CUT LOT DETAIL RECONSTRUCT COMPACTED RLL SLOPE AT 2:1 OR FLATTER (MAY INCREASE OR DECREASE PAD AREA). OVEREXCAVATE AND RECOMPACT REPLACEMENT RLL AVOID AND/OR CLEAN UP SPILLAGE OF MATERIALS ON THE NATURAL SLOPE NATURAL GRADE PROPOSED FINISH GRADE ^^^^^^^^/ Ta'MINIMUM BLANKET RLL BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING %GRADIENT>//. r- > m m o o NOTE: 1. SUBDRAIN AND KEY WIDTH REQUIREMENTS WILL 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. TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION) NATURAL GRADE COMPACTED RLL OVEREXCAVATE AND RECOMPACT 3- MINIMUM" ^ UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING CUT-FILL LOT (DAYUGHT TRANSITION) //A\V>^\V^A^^>/\^^^^ 3 MINIMUM' ,^90^^::^' 1^ UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING ///<<>-'// NOTE- * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-RLL TRANSITION AREAS. PLATE EG-11 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 '20'MINIMUM oo 15' MINIMUM c» H IB) CO QO 10' MINIMUM (E) S:) CO CO 151MINIMUM (A) \J* *^ <3D CO (FJ CO (Gl oo 77, ^ Is*MINIMUM (CJ BEDROCK (5R APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED RNISH GRADE is'MINIMUM (C) BEDROCK OR APPROVED MATERIAL NOTE: (A) ONE EQUIPMENT WIOTH OR A MINIMUM OF 15 FEET. (B) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SCE AND TYPE OF EQUIPMENT USED. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100* MAXIMUM. (C) IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERNG GEOLOGIST^ WINDROWS MAY BE PUCED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. (D) 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. (E) CLEAR AREA FOR UTIUTY 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 (UBC 29-1) DESIGNATION OF SM. SP. SW. GP. OR GW. ALL RLL OVER ANO AROUND ROCK WINDROW SHALL 09 COMPACTED TO 90% RELATIVE COMPACTION. (G) 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. (H) OVERSIZED ROCK IS DERNED AS LARGER THAN \2; AND LESS THAN 4 FEET IN SIZE. PLATE EG-12 A ROCK DISPOSAL PITS FILL LIFTS COMPACTED OVER ROCK AFTER EMBEDMENT GRANULAR MATERIAL COMPACTED FILL SEE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SEE. NOTE: 1. LARGE ROCK IS DERNED AS ROCK LARGER THAN 4 FEET IN MAXIMUM SCE. 2. PIT IS EXCAVATED INTO COMPACTED FILL TO A DEPTH EQUAL TO 1/2 OF ROCK SCE. 3. GRANULAR SOIL SHOULD BE PUSHED INTO PIT AND DENSIFIED 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 HORCONTALLY. 6. PITS SHOULD NOT BE PLACED WITHIN 20 FEET OF ANY FILL SLOPE. 7. PITS SHOULD ONLY BE USED IN DEEP FILL AREAS. PLATE EG-13 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. RNAL GRADE 5' 2- 1' I 5' • 1 • • . . 5' MAINTAIN 5'CLEARANCE OF HEAVY EQUIPMENT. MECHANICALLY HAND COMPACT IN 2'VERTICAL -rV LIFTS OR ALTERNATIVE SUITABLE TO AND _J ACCEPTED BY THE SOILS ENGINEER. I I MECHANICALLY HAND COMPACT THE INITIAL 5* VERTICAL WITHIN A 5'RADIUS OF PLATE BASE. BOTTOM OF CLEANOUT PROVIDE A MINIMUM 1'BEDDING OF COMPACTED SANO NOTE: 1. LOCATIONS OF SETTLEMENT PUTES SHOULD BE CLE^ MARKED AND READILY , ;^!?i^T'Rir^?^S ^h^oSlo^MlS^TSN'c'^^^^^^ RADIUS OF PLATE BASE AND , ^ w?^Jm ?-rS?RT^?AL) F^^^ RLL WITHIN CLEARANCE AREA SHOULD BE HANE COMPACTED TO PROJECT SPECIRCATIONS OR COMPACTED BY ALTERNATIVE 3 l^?ig^|.°^|jTIclL)°ofFILU CONTRACTOR SHOULD MAINTAIN A 5'RADIUS 4' ^LACTINJ SECHSY^ 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 SPECIFIED CLEARANCE AREA. CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER. 6 AS ALTIJSATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. PLATE EG-U A TYPICAL SURFACE SETTLEMENT MONUMENT RNISH GRADE -3'-6' <-6- DIAMETER X 3 1/2* LENGTH HOLE 3/8- DIAMETER X 6* LENGTH CARRIAGE BOLT OR EQUIVALENT CONCRETE BACKRLL PLATE EG-15 TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE ) TOP VIEW TLAG- 50 FEET SPOIL PILE ^TEST PITj^ Ijl ^ligijjg It! u. a m SO FEET APPROXIMATE CENTER OF TEST PIT VBflCLE a a tn FLAG ( NOT TO SCALE ) PLATE EG—16 OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE oo 20'MINIMUM CO J5'MINIMUM (AL^ 10'MINIMUM (E) 15'MINIMUM (A) oo oo oo (6) ^5* MINIMUM (Cl oo BEDROCK OR APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE FROM (A) (B) (C) (D) NOTE: (A) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SCE AND TYPE OF EQUIPMENT LENGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM. IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQtJATE 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 UTIUTY TRENCHES. FOUNDATIONS AND SWIMMING POOLS. (F) ALL RLL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED. (r,l APTPR FH I BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE UFT OF RLL COVERING WINDROW. WINDROW SHOULD BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH .^r- r-.r-i . AND VOIDS SHOULD BE COMPLETELY RLL£D IN. PLATE RQ —1 ROCK DISPOSAL PITS VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY RLLED IN. RLL UFTS COMPACTED OVER ROCK AFTER EMBEDMENT r I I GRANULAR MATERIAL I I ] COMPACTED FILL SCE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SCE ROCK DISPOSAL LAYERS GRANULAR SOIL TO RLL VOIDS. DENSIRED BY FLOODING UYER ONE ROCK COMPACTED RLL HIGH ^^^^-C^ Jo' PROPOSED RNISH GRADE MINIMUM OR BELOW LOWEST UTIU PROFILE ALONG LAYER LOPE FACE "^3'MINIMUM CLEAR ZONE 20'MINIMUM LAYER ONE ROCK HIGH PLATE RD-2