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HomeMy WebLinkAboutCT 02-13; FARBER JEFFERSON STREET CONDOMINIUMS; GEOTECHNICAL INVESTIGATION AND FOUNDATION; 2003-09-10ENGINEERING IDESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS FOR RESIDENTIAL & COMMERCIAL CONSTRUCTION 2121 Montiel Road, San Marcos, Califomia 92069 • (760) 839-7302 • Fax: (760) 480-7477 • E-mall: ENGDG@aol.com Date: September 10, 2003 To: Re: Farber Family Partnership Attention: Curtis Farber 140 IVIarine View Avenue #220 Solana Beach, CA 92075 Proposed Multi-family Development to Be Located at 1100 Las Flores Drive, City of Carlsbad, California. Subject: Updated Soils Report Reference: "GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS FOR PROPOSED MULTI-FAMILY DEVELOPMENT, TO BE LOCATED AT 1100 LAS FLORES DRIVE, CITY OF CARLSBAD, CALIFORNIA.", Project No: 002486-1, clated December 22, 2000, by Engineering Design Group. GENERAL In accordance with your request, we have reviewed the above referenced Geotechnical Investigation report and provided the following updated recommendations forthe proposed development. Our update is based on our review of the above referenced report and site reconnaissances of the property. Based on our conversations with the project developer it is anticipated that the proposed new improvements will consist ofthe following: Design and construction of new multi unit condominium complex Partially subterranean parking garage. Miscellaneous walkway and common area improvements. UPDATE RECONNAISSANCE Representatives of Engineering Design Group visited the subject property on September 9, 2003 and found the condition of the residential property to be generally similar to that described in our above referenced geotechnical report. Based on our site reconnaissance, \\Maln\file on main\J0BS\1 JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, F110 Page No. 1 of 8 Project No. 002486-1 iS FLORES DRIVE, CARLSBAD - UPDATE.wpd IV the recommendations of our above referenced report forthe property remain pertinent and applicable to the property, with the following amended updates: I) 7776 building Architect, or waterproofing subcontractor, shall design a retaining wall and slab waterproofing system to adequately prevent water intrusion into the subterranean garage per the design expectations of the developer. The details provided in our referenced report are minimum guidelines only, intended to address hydrostatic buildup issues behind the retaining elements. Upgraded waterproofing elements may Include Firestone EPM liner in Ileu of visqueen, pea gravel underlayment in Ileu of sand, water retarding admixtures, slab underdrain systems, surface sealants, etc. The design of the subterranean water proofing system for this development is beyond the scope ofthis report. II) The foundation section of our report is updated as follows: FOUNDATIONS 1. Footings bearing in competent formational materials or compacted and certified fill maybe designed utilizing maximum allowable soils pressure of 2,000 psf 2. Seismic Design Parameters: Seismic Zone Factor 4 Soil Profile Type (Table 16-J) s. Near Source Distance (Distance to Closest Active Fault) 7.5 l<m Rose Canyon Seismic Source Type (Table 16-U) , B Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 3. The following parameters should be used as a minimum, for designing footing width and depth below lowest adjacent grade: Page No. 2 of 8 \\Main\file on mainUOBSM JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, F1100 LAS FLORES DRIVE. CARLSBAD°'upb2aE^ No. of Floors Supported Minimum Footing Width *Minimum Footing Depth Below Lowest Adjacent Grade 1 18 inches 18 inches 2 18 inches 18 inches 3 18 inches 24 inches 4. All footings should be reinforced with a minimum of two #5 bars at the top and two #5 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary. This detail should be reviewed on a case by case basis by our office prior to construction. 5. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #5 bars at 12 Inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width of 24 inches. 6. For footings (including siteVetaining wall footings) and all other cosmetically sensitive improvements adjacent to slopes, a minimum 12 feet horizontal setback in formational or certified fill material should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing or improvement to slope daylight. Where this condition can not be met it should be brought to the attention of the Engineering Design Group for review. 7. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 8. All foundation subgrade soils and footings shall be pre-moistened a minimum of 18 inches in depth prior to the pouring of concrete. 9. Concrete for building foundations should have a minimum compressive strength of2,500 psi in 28 days. Page No. 3 of 8 Project No. 002486-1 \\Main\file on mainUOBSM JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, Fl 100 LAS FLORES DRIVE, CARLSBAD - UPDATE.wpd II) The concrete slabs section of our report is updated as follows: CONCRETE SLABS ON GRADE 1. Concrete slabs on grade ofthe garage should have a minimum thickness of 5 inches (6 inches at garage and driveway locations) and should be reinforced with #4 bars at 18 inches o.c. placed at the midpoint ofthe slab. All concrete shall be poured per the following: • Slump: Between 3 and 4 Inches maximum • Aggregate Size: 3/4 -1 inch • Air Content: 5 to 8 percent • Moisture retarding additive in concrete at moisture sensitive areas. • Water to cement Ratio -0.5 maximum 2. All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASTM D-1557. 3. A uniform layer of 4 inches of clean sand is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. In addition, a visqueen layer (10 mil) should be placed mid-height in the sand bed to act as a vapor retarder. As an upgrade, an Firestone EPM liner may be used instead of visqueen 4. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 5. All subgrade soils to receive concrete flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 18 inches. 6. Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement without transmitting this movement to the floor finishes. Page No. 4 of 8 Project No. 002486-1 \\Maln\file on mainVJOBSM JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, Fl 100 LAS FLORES DRIVE, CARLSBAD - UPDATE.wpd Prior to placement of any moisture sensitive floor finishes, the flooring contractor shall conduct vapor emission testing, per ASTM standards, to determine the suitability of the concrete for the proposed flooring type. Where emission rates exceed the manufactures specifications, a concrete sealant product shall be utilized. Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: • Concrete slump should not exceed 4 inches. • Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. • Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. • Concrete may be poured with a 10 inch deep thickened edge. • Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. • Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. • The recommendations set forth herein are intended to reduce cosmetic nuisance cracking but will not prevent concrete cracking. The owner should be aware all concrete, because of it's cementitious nature, will to some degree shrink and crack. The amount, location and impact on the cosmetic flnish, of cracking can be reduced by design philosophy and construction. The project concrete eontractorls ultimately responsible for concrete quality and performance, and should pursue a cost-beneflt analysis of these recommendations with the owner & general contractor, and other options available in the industry, prior to the pouring of concrete. Page No. 5 of 8 ProjectNo. 002486-1 \\Main\file on mainUOBSM JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, Fl 100 LAS FLORES DRIVE, CARLSBAD - UPDATE wpd Additionally, the project owner should be made fully aware of expected performance of concrete flnishes, so as to avoid follow up calls regarding minor concrete cracking. II) The retaining wall section of our report is updated as follows: RETAINING WALLS Retaining walls up to 8 feet may be designed and constructed in accordance with the following recommendations and minimum design parameters: 1. Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section ofthis report, and should maintain minimum footing depths outlined in "Foundation" section of this report. 2. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf This assumes that granular, free draining material will be used for backflll, and that the backflll surface will be level. For sloping backflll, the following parameters may be utilized: Backflll Sloping Condition 2:1 Slope 1.5:1 Slope Active Fluid Pressure 50 pcf 65 pcf Any other surcharge loadings shall be analyzed in addition to the above values. 3. Ifthe tops of retaining walls are restrained fl-om movement, they should be designed for a uniform soil pressure of 65 psf 4. Passive soil resistance may be calculated using an equivalent fluid pressure of 300 pcf This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height ofthe passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height ofthe soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 5. A coefflcient of friction of 0.35 between the soil and concrete footings may be utilized to resist lateral loads In addition to the passive earth pressures above. Page No. 6 of 8 Project No. 002486-1 \\Maln\flle on mainUOBSM JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, F1100 LAS FLORES DRIVE, CARLSBAD - UPDATE.wpd 6. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall. 7. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix D. Area drains should not be connected to French Drain System behind retaining wall. Wall waterprooflng systems shall be designed by the building Architect. 8. Retaining wall backflll should be placed and compacted in accordance with the "Earthwork" section of this report. Backflll shall consist of a non- expansive granular, free draining material. IV) The construction observation and testing section of our report is updated as follows: CONSTRUCTION OBSERVATIONAND TESTING The recommendations provided in this report are based on subsurface conditions, our review of the site and knowledge of the area. Interpolated subsurface conditions must be verifled in the fleld during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group (under separate contract) in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. 1. Review of flnal project grading and foundation plans prior to construction. 2. Attendance of a pre-grade/pre-construction meeting prior to the start of construction. 3. Observation of removal bottom (parking garage subgrade). 4. Observation and testing of any flil placement, including utility trenches and retaining wall backflll. 5. Final review of onsite drainage systems. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. The fleld inspection protocol, as outlined above, is a requirement of this report. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. In the event fleld inspection work is conducted by others, they shall assume sole responsibility for work conducted and certify the suitability of soils for building support. Page No. 7 of 8 Project No. 002486-1 \\Main\file on mainUOBSM JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, F1100 LAS FLORES DRIVE, CARLSBAD - UPDATE wpd If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Sincerely, ING DESIGN GROUP California RCE #47672 California RGE #2590 Califonria CEG #2263 Page No. 8 of 8 Project No. 002486-1 \\Main\file on mainUOBSM JOBS\2000\002486-1, FARBER-MULTI-FAMILY DEV, F1100 LAS FLORES DRIVE, CARLSBAD - UPDATE.wpd ENGINEERING " " " ^ ' IDESIGN GROUP •1 GEOrECHNOL. CIVIL, SIBUCIUBAL & AflCHITECruflW CtWSULlASTS rOfl flfSIDEHIIAL & COMMERCIAL CONSTRUCTION 2121 Montiel Road, San Marcos, California 92069 • (760) 839-7302 • Fax: (760) 480-7477 • E-mail: ENGDG@aol.com GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMIVIENDATIONS FOR PROPOSED MULTI-FAMILY DEVELOPMENT, TO BE LOCATED AT 1100 LAS FLORES DRIVE, CITY OF CARLSBAD, CALIFORNIA Project No. 002486-1 December 22, 2000 PREPARED FOR: Curtis Farber c/o FARBER FAMILY PARTNERSHIP 140 Marine View Avenue, #220 Soiana Beach, CA 92075 TABLE OF CONTENTS Paqe SCOPE 1 SITE AND PROJECT DESCRIPTION 1 FIELD INVESTIGATION 1 SUBSOIL CONDITIONS 2 GROUNDWATER 2 LIQUEFACTION 3 CONCLUSIONS AND RECOMMENDATIONS 4 GENERAL 4 EARTHWORK . 4 FOUNDATIONS 6 CONCRETE SLABS ON GRADE 8 RETAINING WALLS 9 SURFACE DRAINAGE 11 CONSTRUCTION OBSERVATION AND TESTING 11 MISCELLANEOUS 12 ATTACHMENTS Site Vicinity Map Figure No. 1 Site Location Map Figure No. 2 Site Plan/Location of Exploratory Test Pits Figure No. 3 Logs of Exploratory Test Pits Figures No. 4-5 References Appendix A General Earthwork and Grading Specifications Appendix B Testing Procedures Appendix C SCOPE This report gives the results of our geotechnical investigation for the property located at the end of Las Flores Drive in the City of Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work, conducted on-site to date, has included a visual reconnaissance ofthe property and neighboring properties, a limited subsurt'ace investigation of the property, field analysis and preparation of this report presenting our findings, conclusions, and recommendations. SITE AND PROJECT DESCRIPTION The subject property consists of an generally irregularly shaped lot located north of Las Flores Drive, in the City of Carlsbad, California. The site is bordered to the north by a custom developed residence, to the east by the Interstate 5 freeway, to the west by a descending slope onto neighboring driveway and Jefferson Street, and to the south by Las Flores Drive. The overall topography of the site area consists of gentle hillside coastal terrain. The subject site consists of a developed lot with an existing one story single family home. Based on our conversations with the project architect, and our review ofthe preliminary site plan, it is anticipated that the proposed new improvements will consist of th'e following; > Design and construction of eleven new multi-family units. >- Design and constmction of subterranean garages. FIELD INVESTIGATION Our field investigation ofthe property, conducted December 18, 2000, consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites, and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of two exploratory test pits, logging of soil types encountered, and sampling of soils for laboratory testing. The locations of the test pits are given in Figure No. 3, "Site Plan/Location of Exploratory Test Pits". Logs of the exploratory Test Pit excavations are presented in Figures No. 4-5, "Test Pit Excavations". FARBER DEVELOPMENT ' Job No. 002486 1100 U\S FLORES DRIVE, CARLSBAD, CALiFORNIA Page 1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL i ARCHITECTURAL CONSULTAfn-S SUBSOIL CONDITIONS Materials consisting of topsoil and weathered slightly silty sandy fill material underlain by sandstone, was encountered during our subsurface investigation ofthe site. Soil types within ourtest pit excavations are described as follows: Topsoil/Fill: Topsoil/fill materials extended to depths ranging between 35-36 inches below adjacent grade. Toposil/fiil materials consist of dark brown, moist, medium dense, slightly silty sand with small rootlets. Topsoil/fill materials are not considered suitable for the support of structures, but may be used as compacted fill during grading. Slightly silty sand materials classify as SW-SM according to the Unified Classification System, and based on visual observation and our experience, possess expansion potentials in the low range. Sandstone Sandstone material was found to underlie the fill material within our the test pit excavations. Sandstone materials consisted of brown to rust brown, slightly moist, dense, sandstone. Sandstone materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SW according to the Unified Classification System, and based on visual observation and our experience, possess expansion potentials in the low range. For detailed logs of soil types encountered in our test pit excavations, as well as a depiction of our test pit locations, please see Figure No. 3, "Site Plan/Location of Exploratory Test Pits", and Figures No. 4-5, "Test Pits Excavations". GROUND WATER Ground waterwas not encountered during oursubsurface investigation ofthe site. Ground water is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. FARBER DEVELOPMENT Job No. 002486 1100 LAS FLORES DRIVE, CARLSBAD, CALiFORNIA Page 2 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL. STRUCTURAL i ARCHITECTURAL CONSULTANTS LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any ofthe faults in the Southem California region. However, the seismic risk at this site is not significantly greaterthan that ofthe surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because ofthe dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. FARBER DEVELOPMENT Job No. 002486 1100 LAS FLORES DRIVE, CARLSBAD, CALIFORNIA Page 3 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS CONCLUSIONS AND RECOMMENDATIONS GENERAL In general, it is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided that the recommendations of this report and generally accepted construction practices are followed. The following recommendations should be considered as minimum design parameters, and shall be incorporated within the project plans and utilized during construction, as applicable. EARTHWORK Where slab on grade flooring systems are proposed for the new improvements, fill material found to mantle the site will require removal and re-compaction during grading within the areas of improvement. Based on our investigation, as a minimum required removals shouid extend through fill profiles, anticipated to be approximately 3 feet deep, and to a minimum distance of 5 feet outside the footprint ofthe proposed stmcture (where possible). Based upon our understanding ofthe proposed subterranean garages, it is anticipated that garage floors will be founded into competent formational material. Where any cut/fill transitions occur entire building pad should be undercut to create a uniform compacted fill pad. Special structural consideration should be made for foundations that may span into retaining wall backfill wedges, especially in the area of subterranean garage walls . Such conditions should be reviewed by our office priorto constmction. Where removals can not be made as described above, the non conforming condition should be brought to the attention ofthe Engineering Design Group in writing so modified recommendations may be provided. In order to confirm soil conditions obsen/ed during the field investigation, all undercuts should be observed by Engineering Design Group prior to recompaction of any fill soils. 1. Site Preparation Prior to any grading, areas of proposed improvement should be cleared of surface and subsurface organic debris (including topsoil). Removed FARBER DEVELOPMENT Job No. 002486 1100 U\S FLORES DRIVE, CARLSBAD, CALIFORNIA Page 4 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL i ARCHITECTURAL CONSULTANTS debris should be properly disposed of off-site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted using on-site material ora non-expansive import material. 2. Removals Fill soils found to mantle the site in our exploratory test pits (i.e., upper approximately 3 feet), are not suitable for the structural support of buildings or improvements in their present state, and will require removal and re-compaction in areas of proposed slab on grade fioors or other settlement sensitive locations. In general, grading should consist ofthe excavation of a keyway at the base of any proposed fill slopes, keyway cambered into slope to a minimum depth of 18 inches into competent formational soil profiles, scarification of keyway bottom, benching, and re- compaction of fill materials to 90 percent relative compaction per ASTM 1557-91 (See Appendix B for grading detailing). Excavated fill materials are suitable for re-use as fill material during grading, provided they are cleaned of debris and oversize material in excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and are free of contamination. Improvements should be constmcted on uniform buiiding pad. Where a cut/fill transition occurs, the building pad should be undercut to a minimum of 3 feet, to a distance of 5 feet outside building perimeter, where possible. Removals and undercuts should extend a minimum of 5 feet beyond the footprint of the proposed structures and settlement sensitive improvements. Where this condition cannot be met it should be reviewed by the Engineering Design Group on a case by case basis. Removal depths should be visually verified by a representative of our firm prior to the placement of fill. 3. Fills Areas to receive fill and/or structural improvements should be scarified to FARBER DEVELOPMENT Job No. 002486 1100 LAS FLORES DRIVE, CARLSBAD, CALIFORNIA Page 5 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL i ARCHITECTURAL CONSULTANTS a minimum depth of 12 inches, brought to near optimum moisture content, and re-compacted to at least 90 percent relative compaction (based on ASTM D1557-91). Compacted fills should be cleaned of loose debris, oversize material in excess of 6 inches in diameter, brought to near optimum moisture content, and re-compacted to at least 90% relative compaction (based on ASTM Dl 557-91). Surficial, loose or soft soiis exposed or encountered during grading (such as any undocumented or loose fill materials) should be removed to competent formational material and properly compacted prior to additional fill placement. Fills should generally be placed in lifts not exceeding 8 inches in thickness. Ifthe import of soil is planned, soils should be non-expansive and free of debris and organic matter. Priorto importing, soils should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. FOUNDATIONS We anticipate that the proposed foundation system for the structures will slab on grade and perimeter footing foundation system. 1. Footings bearing in competent formational materials or compacted fill may be designed utilizing maximum allowable soils pressure of 2,000 psf. Seismic Design Parameters: Seismic Zone Factor 4 Soil Profile Type (Table 16-J) Sd Near Source Distance (Distance to Closest Active Fault) 15 km Rose Canyon Seismic Source Type (Table 16-U) D FARBER DEVELOPMENT 1100 LAS FLORES DRIVE, CARLSBAD, CALiFORNIA ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS Job No. 002486 Page 6 Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. The following parameters should be used as a minimum, for designing footing width and depth below lowest adjacent grade: No. of Floors Supported Minimum Footing Width 'Minimum Footing Depth Below Lowest Adjacent Grade 1 15 inches 18 inches 2 15 inches 18 inches 3 18 inches 24 inches 5. All footings shouid be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary. This detail should be reviewed on a case by case basis by our office prior to construction. 6. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width of 24 inches. 7. For footings adjacent to slopes, a minimum 15 feet horizontal setback in formational material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition can not be met it should be brought to the attention of the Engineering Design Group for review. 6. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 7. All foundation subgrade soils and footings shall be pre-moistened a minimum of 18 inches in depth prior to the pouring of concrete. FARBER DEVELOPMENT 1100 LAS FLORES DRIVE, CARLSBAD. CALIFORNIA ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS Job No. 002486 Page 7 CONCRETE SLABS ON GRADE Concrete slabs on grade should use the following as the minimum design parameters: 1. Concrete slabs on grade ofthe building slabs should have a minimum thickness of 4 inches (5 inches at garage and driveway locations) and should be reinforced with #4 bars at 24 inches o.c. placed at the midpoint of the slab. All concrete shall be poured per the following: • Slump: Between 3 and 4 inches maximum Aggregate Size: 3/4 -1 inch Air Content: 5 to 8 percent Moisture retarding additive in concrete at moisture sensitive areas. Water to cement Ratio - 0.5 maximum 2. All required fills used to support slabs, should be placed in accordance with the grading section ofthis report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASTM D-1557. 3. A uniform layer of 4 inches of clean sand is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soiis beneath the slab, and act as a capillary break. In addition, a visqueen layer (10 mil) should be placed mid-height in the sand bed to act as a vapor retarder. 4. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The controi joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 5. All subgrade soils to receive concrete flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 18 inches. 6 Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured priorto installing the finish or if there is minor slab movement To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab FARBER DEVELOPMENT Job No. 002486 1100 LAS FLORES DRIVE, CARLSBAD, CALIFORNiA Page 8 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL i ARCHITECTURAL CONSULTANTS movement without transmitting this movement to the floor finishes. 7. Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: Concrete slump should not exceed 4 inches. Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. Concrete may be poured with a 10 inch deep thickened edge. Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped beiow the flatwork. The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. RETAINING WALLS Retaining walls are not anticipated for construction ofthe additions, but retaining walls up to 6 feet may be designed and constructed in accordance with the following recommendations and minimum design parameters: 1. Retaining wall footings should be designed in accordance with the allowable bearing FARBER DEVELOPMENT Job No. 002486 1100 LAS FLORES DRIVE, CARLSBAD, CALIFORNIA Page 9 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS criteria given in the "Foundations" section of this report, and should maintain minimum footing depths outlined in "Foundation" section ofthis report. 2. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining material will be used for backfill, and that the backfill surface will be level. For sloping backfill, the foliowing parameters may be utilized: Condition 2:1 Slope 1.5:1 Slope Active 50 65 Any other surcharge loadings shall be analyzed in addition to the above values. 3. If the tops of retaining walls are restrained from movement, they should be designed for an additionai uniform soil pressure of 7XH psf, where H is the height of the wall in feet. 4. Passive soil resistance may be calculated using an equivalent fluid pressure of 300 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height ofthe passive pressure wedge ofthe soil. Where the horizontal distance ofthe available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 5. A coefficient of friction of 0.35 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. 6. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wail. 7. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix B. Surface area drains and other drainage systems should not be tied to retaining wall back drain systems. 8. Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of a non-expansive FARBER DEVELOPMENT Job No. 002486 1100 LAS FLORES DRIVE, CARLSBAD, CALIFORNIA Page 10 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS PROJECT NAME: FARBER - LAS FLORES DEELOPMENT PROJECT NO: 002486 EQUIPMENT: HAND DUG LOGGED BY: EER DATUM: EXISTING GRADE = 0.0' ELEVATION: SEE MAP TEST PIT NO; 1. FIGURE: C, I ENGINEERING PROPERTIES DATE LOGGED: 12/18/00 DESCRIPTION: SEE MAP SOILTYPE GEO. ATT. TOPSOIUFILL 0-34" Dark brown, dry, medium dense, slightly silly sand with small rootlets SANDSTONE 34-38" Rust brown to brown, slighlly moist, dense slightly silly sandstone. UCSC SW-SM SW-SM SAMPLES OTHER GRAPHIC REPRESENTATION: SURFACE SLOPE: 0% +- TREND: N/A —r -reTAb-BEPTH—3B"- NO GROUNDWATER Sll f SAIIU CIAY COIITACr FRACtURC SEEPAGE POCKETS OF GRAVEL ROOTLET BULK SAk,IPI.E CEMENTED ZOI IE ROOTLET IUI> BbDOIIM |C)< COIIIACI ilf jOltll (F)< FRACTURE ICS) > OAV itu* UC • UIICOttfUlEU COI^RE&SICII (TSF | El • EXPANSIOII mOEX PROJECT NO: 002486 EQUIPMENT: HAND DUG (v(i_n I uwoocu DY: ttK DATUM: EXISTING GRADE = 0.0' ELEVATION: SEE MAP TEST PIT NO: 1 FIGURE: A ENGINEERING PROPERTIES DATE LOGGED: 12/18/00 DESCRIPTION: SEE MAP UCSC SAMPLES OTHER SOIL TYPE GEO. ATT. 1 TOPSOIL/FILL 0-35" Dark brown, moist, medium dense, slighlly silty sand with small rootlels. SW-SM 2 SANDSTONE 35-40" Rust brown lo brown, moist, dense slightly silty sandstone. SW-SM GRAPHIC REPRESENTATION: SURFACE SLOPE: 0%+- TREND; N/A 6 7 TOTAL DEPTH = 40" NO GROUNDWATER SILT SWIO CkAY CONTACT FRACTURE SEEPAOE PClCKETSOFOKAvei ROOTtET IKUHSAMIIb CEMEIIIEU2Ullb RCOIIEI IBI • UEOCUNG (Ci- CONTACT (J|> JOINT |F)> FRACTURE ICS) > ClAV SEAM UC • UtICOHFlHEO COMPRESSIONITSF) El • EXPANSIOH INDEX SITE PLAN - LOCATION OF EXPLORATORY TEST PITS #1 - APPROXIMATE LOCATION OF EXPLORATORY TEST PITS 1 PROJECT NAME FARBER DEVELOPMENT j 1 PROJECTADDRESS 1100 LAS FLORES DRIVE. CITY OF CARLSBAD. CALIFORNIA | 1 PROJECT NUMBER ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL « ARCNTECTURAL CONSULTANTS 310 W. U» Vilealos BM,. SUM A. San Marcos. CA 92069 Phone: (760)7S2-7aTO Fw; (760)752-7092 FIGURE 1 1 002486-1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL « ARCNTECTURAL CONSULTANTS 310 W. U» Vilealos BM,. SUM A. San Marcos. CA 92069 Phone: (760)7S2-7aTO Fw; (760)752-7092 FIGURE 1 1 002486-1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL « ARCNTECTURAL CONSULTANTS 310 W. U» Vilealos BM,. SUM A. San Marcos. CA 92069 Phone: (760)7S2-7aTO Fw; (760)752-7092 3 1 nMaintfilelFonnsM FRMVFARBER - LAS FLORE S - LOCATION OF TEST PITS,v.pil SITE LOCATION MAP PROJECT NAME PROJECTADDRESS FARBER DEVELOPMENT 1100 LAS FLORES DRIVE, CITY OF CARLSBAD. CALIFORNIA PROJECT NUMBER 002486-1 ENGINEERING DESIGN GROUP GEOTECHMCAL. CML. STRUCTURAL S ARCMTECTURAL CONSULTAIWS 810 w Los vaieaios Blvd.. Suite A. San Marcos, CA 92069 Ptwoa: (760)752-7010 Fax (7«0)7S2-7092 FIGURE WMamWIeiFormsM FRIWFARBtH - LAS FLORES - LOCATION OF TEST PITS.wpd SITE VICINITY MAP PROJECT NAME PROJECT ADDRESS FARBER DEVELOPMENT 1100 LAS FLORES DRIVE. CITY OF CARLSBAD. CALIFORNIA PROJECT NUMBER 002486-1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVU.. STRUCTURAL ft ARCHITECTURAL CONSULTANTS 110 W, LOS VaMcHos BM.. Suila A. San Marcos. CA 92069 Phona: (760)752-7010 Fax; (760)752-7092 FIGURE 1 \\Ma««HelFonnsH FRM*AR8ER - LAS FLOBES - LOCATION OF TEST PITS.v^ warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated constmction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are rapidly occurring. As a result, the findings ofthis report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and constmction of the project. It is advisable that a contractor familiar with constmction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. Ifyou have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Sincerely, ENGINEERp«S'D|SieN-GR€>UP Steven Norris- California RCE #47672 .-y.-'i-- • •"-•- <- .• VC^ Ex;:. -.2-^ u ^•.'C .T- .-.•.\ \=-v.:>i.' FARBER DEVELOPMENT Job No. 002486 1100 LAS FLORES DRIVE, CARLSBAD. CALIFORNIA Page 13 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL i ARCHITECTURAL CONSULTAMTS granular, free draining material. SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the dwelling and improvements. Under no -cu™ water be allowed to pond against or adjacent to foundation walls, or tops of slopes. The Trou d surface surrounding proposed improvements shouid be nature, and slope to drain away from the stmcture in a directions, ^ —^^^^J^^^ of 2% for a horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided to accommodate mnoff and avoid any P^"^;"^ gutters and downspouts shall be installed on the new and «>^f "9 ^^^'^f,"^^^ .""^^^^^^^ to the area drain system. All drains should be kept clean and unclogged '"^lud "9^^^^^^ and downspouts. Area drains should be kept free of debns to allow for proper drainage. During periodsofheavy rain, theperformanceofalldrainagesystems should b^^^^^^ Problems such as gullying or ponding should be corrected as f P°fj'^'^^^^^^^^ leakage from sources such as water lines should also be repaired as soon as possible^ In addftion Trrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface ^o^f by our investigation of the project area. Interpolated subsurface c°"ditions should be verified in the field during constmction. The following items shall be conducted PnorA^^unng constmction by a representative of Engineering Design Group in orderto verify comphance with the geotechnical and civil engineering recommendations P^o^'^f^^^ere^n,^^^^^ applicable The project stmctural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed ,mprovement(s). 1 Attendance of a pre-constmction meeting prior to the start of work 2. Review of finai approved stmctural plans priorto the start of work, for compliance w.th geotechnical recommendations. 3. Observation of keyway bottom prior to scarification. Job No. 002486 FARBER DEVELOPMENT Page 11 1100 LAS FLORES DRIVE. CARLSBAD. CALIFORNIA ^D^MTD ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS APPENDIX -A- APPENDIX A REFERENCES 1. California Department of Conservation, Division of Mines and Geology, Fault-Rupture Zones in California, Special Publication 42, Revised 1990. 2. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California: California Division of Mines and Geology, Map Sheet 23. 3. Hart, Michael, June 17,1994, Geologic Investigation, 7505 Hillside Drive, La Jolla, CA, File No: 153-94. 4. Engineering Design Group, Unpublished In-House Data. 5. Ploessel, M.R., and Slosson, J.E., 1974, Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. 6. State of California, Fault Map of California, Map No: 1, Dated 1975. 7. State of California, Geologic Map of California, Map No: 2, Dated 1977. APPENDIX -B- GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwori< to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflicL Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testina Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these ~ specifications. It shall be the responsibilify of the contractor to assist the consultant and keep him apprised of wori< schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibilify of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicabie grading codes and agency ordinances, recommendations in the geotechnical report, and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a qualify of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Sociefy for Testing and Materials test method ASTM D1557. -1- 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shouid be overexcavated as specified in the following section. Scarification should continue untii the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which wouid inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor/civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a unifonm moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. -2- 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placemenL 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufllciently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior too placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soiis to achieve satisfactory fill material. 4.2 Overside: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to obsen/e (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformify of material and moisture throughout 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a unifonm moisture content near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry densify (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and unifonmify of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished, in addition to nonnal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face wouid be at least 90 percent. 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitabilify by the geotechnical consultant, to confonn to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modifled unless recommended by the geotechnical consultant The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be sun/eyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or remedial grading of cut slopes (i.e., stabilify fills or slope buttresses) may be recommended. 8.0 Quantify Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor/civil engineer should be utilized. MINIMUM RETAINING WALL WATERPROOFING &: DRAINAGE DETAIL FINAL WATERPROOFING SPECIFICATIONS & DETAILS TO BE PROVIOED BY PROJECT ARCHITECT TOP OF RETAINING WALL MASTIC TO 8E APPLIED TO TOP OF WALL MASTIC TYPE WATER PROOFING (HLM 5000 CR EQUIV) INSTALLED PER MANUFACTURES SPECIFICATIONS dc PROTECTED WITH BACKER BOARD (ABOVE MIRADRAIN) MASTIC NOT TO BE EXPOSED TO SUNUGHT SOIL BACKnLL, COMPACTED TO 90S REL-ATIVE COMPACTION PER REFERENCE #1 :NO MIRADRAIN (top) RETAINING WALL PROPOSEO SLOPE 9ACKCUT PER OSHA STANDARDS OR PER ALTERNATIVE SLOPING PLAN. OR PER APPROVEO SHORING PLAN COMPACTED RLL OR BEDROCK FILTER FABRIC ENVELOPE (MIRAFI 14.0N- OR APPROVED EOUIVALENT) 12" MIN. LAP 2/< - 1 1/2' CLEAN GRAVEL *'X*' (45d) CONCRETE CANT O FOOTING/WALL CONNECTION (UNDER WATER PROORNG) 4' (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQ.) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MIN. 2% GRADIENT TO SUITABLE OUTLET. END MIRADRAIN (bottom) •COMPETENT BEDROCK OR FILL MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT PROJECT NUMBER PROJECT NAME 1 ROJECT ADDRESS DRAWN BY: SCALE; r=r-o'' ENGINEERING DESIGN GROUP 810 WEST LOS VALLECITOS BLVD. SUITE "A" SAN MARCOS, CA 92069 (760) 752-7010 FAX (760) 752-7092 DETAIL/FIGURE NUMBER DATE iL No surchargt ioadj wittiin ;his aru for lavtl baclcfill ijasign. Lina af undisturbad natural soil Filter Material, 1" max. crushed aggregate, 4 cu. ft. per 4" dia. drain or I cu. ft. per ft. of open head jointi. 4" dia. drain with 1/4" galv. wire- meih screen 8' • 0" on centers, or one row horizontally of open head joints. TYPICAL SECTION Mortar or cast-in-placa concrate Finished ground line 9" 112" block wall — 'JOHT Vertical reinf. Grout filled block cells Horizontal reinf. thru bond beam block Venical reinf. Top of footing CAP DETAIL 2" X 4" (nominal) key KEY DETAIL NOTES: 1.. All masonry retaining walls shall be constructed with cap. key and drainage details as shown hereon. 2. 4" diemetar drain may be formed by placing a block on it's side. THE ENQINEERINQ DESIQN QROUP RETAINING WALL DETAiL JOfMft I OESIGN CONDITIONS: INSPECTIONS: Walls ara to ba usad for tha loading conditions shown for each type wall. Design H shall not be exceeded. Footing key is required except as shown otherwise or when found unnecessary by the Engineer. Special footing design is required where foundation material is uncapable of supporting toe pressure listed in table. OESIGN OATA: Reinforced Concrete: Fc Fs 1200 psi 20,000 psi F'c n 3000 psi 10 Reinforced Masonry: F'm Fs 600 psi 20.000 psi Fm 200 psi 50 Earth • 120 pcf and Equivalent Fluid Pressure " 36 psf per foot of height Walls shown for VA:] unlimited sloping surcharge are designed in accordanca with Rankline's formula for unlimited sloping surcharge with a D " 33* 42: REINFORCEMENT: Intermediate grade, hard grade, or rail steel deformation shall confonn to ASTM A615, A616, A617. Bars shall lap 40 diametan, whera spliced, unless otherwise shown on the plans. Bends shall conform to the Manual.of Standard Practice, A.C.I. Backin; for hooks is four diamsters. All bar embedments are ciear distances to outside of bar. Spacing for parailei bars is center to center of ban. MASONRY: All reinforced masonry retaining walls shall be constructed of regular or light weight standard units conforming to the "Standard Specifications for Public Works Construction." JOINTS: Vertical control joinn shall be placid at 32 foot intervals msimurn. Jomts shall bc designed to resist shear and other lataral forces while permitting longitude movement. Virtical expansion joints shall be placed at 95 foot inter- vals maximum. CONCRETE: Footing concrete shall be 560-C-3250, using B aggregate when placing conditions permit. BACKFILL: No backfill material shall be placed against masonry retaining walls until grout has reached design strength or until grout has cured for a minimum of 28 days. Compaction of backfill material by jetting or ponding with water will not be permitted. Each layer of backfill shall be moistened as directed by the Engineer and thoroughly tamped, rolled or otherwise compacted until the relative compaction is not less than 90%. FENCING: Safety fencing shall be installed at the top of the wall as required by the agency. Call for inspections as follovvs: A. When the footing has been formed, with the steel tied securely in finai position, and is ready for the concrete to be placed. 8. Where cleanout holes are not provided: (1) After the blocks have been laid up to a height of 4', or full height for walls up to 5', with steel in place but before the grout is poured, and (2) After the first lift is properly grouted, the blocks have been laid up to the top of the wall with the steei tied securely In piace but before the upper lift is grouted. Where cleanout holes are provided: After the blocks have been laid up to the top of the wall, with the steel tied securely in place, but before grouting. C. After grouting is compiete and after rock or rubble wall drains are In place but before earth backfill is placed. 0. Final mspection when all work has been completed. CONCRETE GROUT AND MORTAR MIXES: Concrete grout shall attain a minimum compressive strength of 2,000 psi in 28 days and morur shall attain 1,800 psi in 28 days. All cafls shall be filled with grout. Rod or vibrate grout within 10 minutes of pouring to insure -consolidation. Bring grout to a point 2" from the top of masonry units when grouting of second lift is to be continued at another time. MORTAR KEY: To insure proper bonding between the footing and the first course of block, a mortar key shall be formed by embedding a flat 2X4 flush with and at tha top of the freshly poured footing. The 2X4 shouid be removed after ths concrete has started to harden (approximately 1 hour). A mortar key may be omitted if the first course of block is set into the fresh concrete when the footing is poured, and a good bond is obtained.. WALL DRAINS: Wall drains shall be provided in accordance with Standard Drawing C-8. SOIL: All footings shall extend at least 12 inches into undisturbed natural soil or approved compacted fill. Soil should be dampened prior to placing concrete in footings. THE ENQINEERINQ DESIQN QROUP RETAINING WALL DETAIL joa NOl ricuti NOi •Edgt of Footing r v/////////W//////r\ ,.v. <> 11/2:1 sloping backfill or 250 psf. live load surcharge PLAN H- 5' • 4" TYPICAL SECTION over 3' - 8" H= 3' • 8" rr 11/2:1 sloping backfill or 250 psf. live load surcharge oo !_•,<• mortar cap # 4 total 2 3 Key ' 'rf' ' ^2"x 12" key V" # 4 @ 12" f l^^#4liil2" Horizontal reinf. not shown ELEVATION -(a) bars # 4 total 3 J I W/2 W TYPICAL SECTION 3' • 8" max. NOTES 1. See Standard Drawings C-7 and C-8 for additional notes and details. 2. Fill all block cells with grout. DIMENSIONS AND REINFORCING STEEL H (max) 5' - 4" 3' • 8" T (min) 0'- 10" 0'- 10" W (min) 5' • 0" 3' • 9" \A\ bars / 4 @ 15" (B) ban / 5 ® 16" # 4 @ 15" max. toe prass. (ptf) 700 550 THE ENQINEERINQ DESIQN QROUP RETAINING WALL DETAIL SIDE HILL STABILITY FILL DETAIL EXISTINQ GROUND SURFACE- FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDQE OF KEY OVERBURDEN OR UNSUITABLE MATERIAL 2' i 15' MIN. MIN. LOWEST KEY BENCH OEPTH (KEY) PAO OVEREXCAVATION DEPTH AND RECOMPACTION MAY BE RECOMMENOED BY THE GEOTECHNICAL CONSULTANT BASED ON ACTUAL FIELD CONDITIONS ENCOUNTERED. -COMPETENT BEDROCK OR MATERtAL AS EVALUATED BY THE QEOTECHNICAL CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions CANYON SUBDRAIN DETAILS EXISTINa GROUND SURFACE §;^^:^^^c-i>-:-z>c o M P A C T E O_ F IL Ljj^2-:rd^ii>::|^ REMOVE UNSUITABLE MATERIAL SUaORAIN TRENCH SEE BELOW a' MIN. OVERLAP SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)* 6' MIN. OVERLAP 6' MIN.fF COVER = 4' MIN. BEDDING 3M'-l-1/2' CLEAN QRAVEL <91t.3/ft. MIN.) 6' ^ MIN. PERFORATED PIPE * . .' • -ll 3/4'-1-1/2' CLEAN • . Q ^GRAVEL "^~ryr.'; wt?nx. MIN.) *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4-1-1/2' QRAVEL. FILTER FABRH MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH QRADE EI^OMPACTEIJ SUBDRAIN TRENCH SEE ABOVE NONPERFORATED 6' 0 MIN. PERFORATED 6' 0 MIN. PIPE SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL .S. Standard Sieve Size 5 Passina I" 100 3/4" 90-100 3/8" -lO-lOO No. 4 25-40 No. 8 13-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent >75 Subdrain ahould be conatructed only on competent material aa evaluated by the geotechnical conauitant. SUBDRAIN INSTALLATION Subdrain pipe ahould be inatalled with perforatlona down aa depicted. At locationa recommended by the geotechnical conauitant, nonperforated pipe should be Inatalled. SUBDRAIN TYPE-SubdraIn fype should be Acrylonitrile Butadiene Styrene (A.8.S.), Polyvinyl Chloride (PVC) or approved equivalent. Claaa 129, SDR 32.5 should be used for maximum fill depths of 39 feet. Class 200, SOR 21 should be uaed for maximum fill depths of 100 feet. STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES 4' 0 NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY 30' MAX. O.C. VERTICALLY CUT ATTER SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN BE SITUATED AS POSSIBLE TO A SUITABLE OU SHOULO LOW AS LLOW TLET KEY WIDTH AS NOTED OM GRADING PLANS 19' MIN. PERFORATED PIPE NON-PERFORATED OUTLET PIPE CAP T-CONNECTION DETAIL 6' MIN OVERLAP 3/4'-1-1/2' CLEAN GRAVEL (3ft.3/ft. MIN.) 4' S5 NON-PERFORATED PIPEN^ FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVEO EQUIVALENT)* SEE T-CONNECTION DETAIL a' MIN. COVER PERFORATED PIPE 4* MIN. BEDDING SUBDRAIN TRENCH DETAIL *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'-1-1/2' GRAVEL. FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size % Passinq 1" 100 3/1" 90-100 3/8" <iO-iOO No. 4 25-40 No. 8 13-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent>75 NOTES: Fo u I ts: or buttress dimensions, see geotechnical report/plans. Actual dimensions of buttress and subdram «y be changed by the geotechnical consultant based on field conditions. SUBDRAIN INSTALLATION-Subdrain pipe should be Installed with perforations *" '^•f'^ At locationa recommended by the geotechnical consultant, nonperforated pipe should be Installed SUBDRAIN TYPE-SubdraIn type ahould be Acrylon trile Butadiene Styrene (A.B.S.), Polyvinyl CMo^"^« (PVC) or approved equivalent. Class 125,SOR 32.9 should be used for maximum fill depths o» 35 Class 200,S0R 21 should be used for maximum fill depths of 100 feet. KEY AND BENCHING DETAILS FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TQ COMPETENT MATERIAL EXISTING GROUND SURFACE- ''^'^Triur REMOVE UNSUITABLE \ MATERIAL BENCH 2' MIN.^-—19' MIN.- KEY LOWEST OEPTH BENCH (KEY) FILL-OVER-CUT SLOPE EXISTINQ GROUND SURFACE REMOVE UNSUITABLE MATERIAL CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) EXISTING GROUND SURFACE- CUT-OVER-FILL SLOPE CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TQ COMPETENT MATERIAL REMOVE UNSUITABLE MATERIAL BENCH S?»_MIN SS^-f T h—19* MIN. - 2' MIN.1 LOWEST KEY DEPTH jj^g^J^ NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may alao be altered based on field conditions encountered. ROCK DISPOSAL DETAIL FINISH GAADE SLOPE FACE •OVERSIZE WINDROW GRANULAR SOIL (S.E.2 30) TQ BE DENSIFIED IN PLACE BY FLOODING DETAIL TYPICAL PROFILE ALONG WINDROW 1) Rock with maximum dimensions greater than 6 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever is greater), and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by the geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. APPENDIX -C- LABORATORY TESTING PROCEDURES Direct Shear Test Direct sfiear tests are performed on remolded and/or relatively undisturbed samples wliich are soal<ed for a minimum of 24 hours prior to testing. After transferring the sample to the shearbox, and reloading, pore pressures are allowed to dissipated for a period of approximately 1 hour prior to appiication of shearing force. The samples are sheared in a motor- driven, strain controlled, direct-shear testing apparatus. After a travel of approximately 1/4 inch, the motor is stopped and the sample is allowed to "relax" for approximately 15 minutes. Where applicable, the "relaxed" and "peak" shear values are recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing ofthe sample is sufficient to allow dissipation of pore pressures set up due to application of the shearing force. The relaxed vaiues are therefore judged to be good estimations of effective strength parameters. Expansion Index Tests: The expansion potential of representative samples is evaluated by the Expansion Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water for 24 hours or until volumetric equilibrium is reached. Classification Tests: Typical materials were subjected to mechanical grain-size analysis by wet sieving from U.S. Standard brass screens (ASTIVI D422-65). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soii Classification is presented in both the test data and the boring logs.