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2002-7329 G �i ENGINEERING 7 3 z 9 C DESIGN GROUP i,! OI1 CIMICAI. CIVII. SIHIII.UNAI ,l Aai HOEC IUNAI CONSUIIANI$ F LIR AI S101 N I 8COMMI ACIAI CONSTROC110N 2121 Montiel Road, San Marcos, California 92069 • (760) 839 -7302 • Fax: (760) 480 -7477 • E -mail: ENGDG @aol.com / ate 3' ��ma� 0 GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS FOR PROPOSED NEW SINGLE FAMILY RESIDENCE, TO BE LOCATED ON THE 300 BLOCK OF SEEMAN DRIVE, CITY OF ENCINITAS, CALIFORNIA Project No. 002462 -1 December 4, 2000 PREPARED FOR: Dolores and Lawrence Sullivan 2109 Summerhill Drive Encinitas, California 92024 M TABLE OF CONTENTS Page SCOPE............................ ............................... 1 SITE AND PROJECT DESCRIPTION ..... ............................... 1 FIELD INVESTIGATION ................. ............................... 1 SUBSOIL CONDITIONS ................. ............................... 1 GROUNDWATER ..................... ............................... 2 LIQUEFACTION....................... ............................... 2 CONCLUSIONS AND RECOMMENDATIONS ............................... 4 GENERAL...................... ............................... 4 EARTHWORK................... ............................... 4 FOUNDATIONS.................. ............................... 5 CONCRETE SLABS ON GRADE .... ............................... 7 RETAINING WALLS .............. ............................... 9 SURFACE DRAINAGE ........... ............................... 10 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 i Logs of Exploratory Test pits .. ............................... Figures No. 4 -5 References ................... ............................... Appendix A General Earthwork and Grading Specifications ...................... Appendix B Testing Procedures ............ ............................... Appendix C r SCOPE This report gives the results of our geotechnical investigation for the vacant parcel of land located on the east side of Seeman Drive, in the City of Encinitas, 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 of the property and neighboring properties, a limited subsurface 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 a vacant lot located at the east side of Seeman Drive in the City of Encinitas. The site is bordered to the north, south, and east by custom developed residences, to the south by a private driveway, and to the west by Seeman Drive. The overall topography of the site area consists of canyon and hillside terrain. The subject site consists of a vacant lot, generally sloping downward from east to west across the site. Based on our conversations with the project owners, and our review of the preliminary project site plan, it is anticipated that the proposed site improvement will consist of a new custom developed two -story residence. FIELD INVESTIGATION Our field investigation of the property, conducted November 28, 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 ". SUBSOIL CONDITIONS Materials consisting of weathered loose sandstone and topsoil underlain by competent formational sandstone were encountered during our subsurface investigation of the site. Soil types within our test pit excavations are described as follows: SULLIVAN RESIDENCE Page No. 1 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS o rb J' • k� ' I Topsoil/Weathered Sandstone: Topsoil /weathered sandstone materials extended to depths approximately 28 -30 inches below adjacent grade. Topsoil /weathered sandstone materials consist of light brown to tan, dry, loose to medium dense, slightly silty sands. Topsoil /weathered sandstone materials are not considered suitable for the support of structures in their present state. These materials are considered suitable materials for use as compacted Topsoil during grading, and should be confirmed during grading. 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 weathered sandstone material within the test pit excavations. Sandstone materials consisted of white to tan, moist, dense, slightly silty 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 -SM 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 Pit Excavations ". s I GROUND WATER Groundwater was not encountered during our subsurface investigation of the site. Ground water is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in SULLIVAN RESIDENCE Page No. 2 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL d ARCHITECTURAL CONSULTANTS i the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. i 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 i. of most silty clays and clays is not adversely affected by vibratory motion. Because of the 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. w f �v SULLIVAN RESIDENCE Page No. 3 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS CONCLUSIONS AND RECOMMENDATIONS GENERAL In general, raI 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 structural and cosmetically sensitive improvements are proposed onsite, topsoil /weathered sandy material found to mantle the site will require removal and re- compaction during grading. Based on our investigation, as a minimum required removals should extend through topsoil /weathered sandy profiles, anticipated to be 2 -3 feet deep, and to a minimum distance of 5 feet outside the footprint of the proposed structures (where possible), and other settlement sensitive improvements (i.e. driveways and parking areas). Where removals can not be made as described above, the non- conforming condition should be brought to the attention of the Engineering Design Group in writing so modified recommendations may be provided. 1. Site Preparation Prior to any grading, areas of proposed improvement should be cleared of surface and subsurface organic debris (including topsoil). Removed debris should be properly disposed of off -site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted using on -site material or a non - expansive import material. 2. Removals Topsoil /weathered sandstone soils found to mantle the site in our Page No. 4 SULLIVAN RESIDENCE Job No. 002462 -1 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL d ARCHITECTURAL CONSULTANTS exploratory test pits (i.e., upper approximately 28 -30 inches), are not suitable for the structural support of buildings or improvements in their present state. In general, grading should consist of a 3 foot removal and re- compaction of unsuitable soils mantling the site, to a distance to 5 foot outside the perimeter of structural improvements. (See Appendix B for grading detailing). Removal depths should be verified in the field during grading. Re- compaction of soil materials should be to 90 percent relative compaction per ASTM 1557 -91. 3. Fills Areas to receive fill and /or structural improvements should be scarified to 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 D1557 -91). Surficial, loose or soft soils exposed orencountered 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. If the import of soil is planned, soils should be non - expansive and free of debris and organic matter. Prior to importing, soils should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. FOUNDATIONS i In deriving foundation recommendations forthis site the subsoil conditions were evaluated. We anticipate that the proposed foundation system for the structure will utilize slab on grade and perimeter footing foundation system. It is not anticipated to be a significant concern with respect to construction of the subject residence. 1. Footings bearing in competent fill or formational materials may be designed utilizing maximum allowable soils pressure of 2,000 psf. SULLIVAN RESIDENCE Page No. 5 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL. STRUCTURAL 6 ARCHITECTURAL CONSULTANTS f i I' 2. Seismic Design Parameters: Seismic ZcFactor 4 �� aSoikbP� rof� pe : t r�� Sd w Near Sotir e 9 6 km �,Nm ' Distance Rose Canyon (Distance to Closest . =K Active Fault) `. Seismic Source Type'. B �� (Table' 16 -U)' 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: No. of Floors Minimum Footing Width 'Minimum Footing Depth Supported; Below Low, acenttGrade 1 0; 15 tnches 18 I,r s lche« 2 15 Inches 18inches t 3 "� " 18.inche"s" 24inches° 4. All footings should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary. 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 #4 bars at 12 r 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 site /retaining wall footings) and all other cosmetically sensitive improvements adjacent to slopes, a minimum 10 feet horizontal setback SULLIVAN RESIDENCE Page No. 6 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS 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. 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 of 2500 psi in 28 days. CONCRETE SLABS ON GRADE Concrete slabs on grade should use the following as the minimum design parameters: 1. Concrete slabs on grade of the garage should have a minimum thickness of 4 inches (5 inches at garage and driveway locations) and should be reinforced with #4 bars at 18 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 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 f to more uniformly support the slab, help distribute loads to the soils beneath the r SULLIVAN RESIDENCE Page No. 7 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL 6 ARCHITECTURAL CONSULTANTS V d 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 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. 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. Page No. 8 SULLIVAN RESIDENCE Job No. 002462 -1 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL. STRUCTURAL 6 ARCHITECTURAL CONSULTANTS • 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 finish, of cracking can be reduced by design philosophy and construction. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost - benefit analysis of these recommendations with the owner and general contractor, and other options available in the industry, prior to the pouring of concrete. Additionally, the project owner should be made fully aware of expected performance of concrete finishes, so as to avoid follow up calls regarding minor concrete cracking. RETAINING WALLS Retaining walls are not anticipated for this project, but walls up to 6 feet may be designed° and constructed in accordance with the following recommendations and minimum design 4 parameters: 1. Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report, and should maintain minimum footing depths outlined in "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 backfill, and that the backfill surface will be level. For sloping backfill, the following 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 SULLIVAN RESIDENCE Page No. 9 , 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL 6 ARCHITECTURAL CONSULTANTS designed for an additional 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 350 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 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 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 "B ". Area drains should not be connected to French Drain System behind retaining wall. 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 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 circumstances should water be allowed to pond against or adjacent to foundation walls, or tops of slopes. The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided to accommodate runoff and avoid any ponding of water. Roof gutters and downspouts shall be installed on the new structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and SULLIVAN RESIDENCE Page No. 10 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 i ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS t downspouts. Area drains should be kept free of debris to allow for proper drainage, and remain separate from any wall back drain systems. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by our investigation of the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior /during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). 1. Attendance of a pre- construction meeting prior to the start of work. 2. Review of final approved structural plans prior to the start of work, for compliance with geotechnical recommendations. 3. Observation of removals and grading. 4. Testing of any fill placed, including retaining wall backfill and utility test pits. 5. Observation of footing excavations prior to steel placement. 6. Field observation of any "field change" condition involving soils. 7. Walk through of final drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, priorto the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering j SULLIVAN RESIDENCE Page No. 11 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 E' ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL 6 ARCHITECTURAL CONSULTANTS Design Group to have exercised "due diligence" in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory test pits. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man -made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and /or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. t SULLIVAN RESIDENCE Page No. 12 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 l ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL. STRUCTURAL 6 ARCHITECTURAL CONSULTANTS w s It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and /or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Sincerely, Of ESS /p ENGINEERING -DESI to -GROUP Q � 1 �JEN NOg C- - s s W No.47672 m Steven Nor * Exp. 12 -03 California RICE #47672 9l C1V11. F OF CA1�E� t i SULLIVAN RESIDENCE Page No. 13 300 BLOCK SEEMAN DRIVE, ENCINITAS, CALIFORNIA Job No. 002462 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS ' V - .T TI_fSS EN[ 11 ` '° �. L� SITE ENCINI AS � ° r '( Excl rrAS a ` �' 4 •a+ SWA RANCHO :.ARC; F RY - -HE -S U �,� SF LW e n,Jo uaa. mwrCU K SANTA a 4J sv �u EE o l J �ottanro SOL NA BEACH a D. 1 6 J RBANT rN GARDENS ° �ti° NEI rr DEL MAR P(N& Cn« RD 3- 2 E � va.��E� l �►,S vli0. TORREY VINES STATE RESERVE rxaanr SORRENTO r �aT ME M SITE VICINITY MAP PROJECT NAME PROPOSED SULLIVAN RESIDENCE PROJECT ADDRESS 300 BLOCK SEEMAN DRIVE, CITY OF ENCINITAS, CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL, STRUCTURAL d ARCHITECTURAL CONSULTANTS 002462 - 2121 MontIM Roa San Momm, CA 92069 1 phone (769)039.7902 Fax: (760)460.7477 tVA61nVIklFormsll FRM \AAASTER -SITE VICINITY •FIG 1.+Wd \ aswmE v` J�'' ,�\ ` •. O 1600 - W - C w IL C� r�� ! 1500 1 t Ctl •em VANESSA �� w 49 C COTTAI u cu. a 3 +� VALLEDA Sc p E [L \ >.A $ �aaC tsm CS C1 P1 TOP � El0 Al C t P •rfJN �I, 5 0���L1NE :5 _WeIIK P o � . 3 VLA '� Iri r,� Sl1, - C ri d FV^- F-L�1L fl LtNd1511E I U NpUyTA1N i v,�� j �✓ ru \ s WON 1 Ism //, GA �plm'.F FLAIR NCIMltA l� G`1> I PLEASANT PL iLE SKEZE WY ix', F1R TilplE� I z p ivt oR ENCINITAS ` BLVD ' SITE 1. ' IA — l aoo 1500 1 1 d� oeu g !� WALNUT- I^ EACINITAS z � j 9 9AIT ALICE_:i R -. ,o 0 V r DR a $ G • 1 it 00 wl w InE i rR Ns 14 p caEST e ' s�N [SL wlEL, c au+rrnEE wza t 4 w AND VIEW $ a +�= s _ oo2 � o LN �Il I 4 ■ s oom A U p IAAA OR UDIrAE s SITE LOCATION MAP 4; f PROJECT NAME PROPOSED SULLIVAN RESIDENCE PROJECT ADDRESS 300 BLOCK SEEMAN DRIVE, CITY OF ENCINITAS, CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL CIVIL, STRUCTURAL 6 ARCHITECTURAL CONSULTANTS 002462 -1 �eM )6 San Aar e01G+aO.747T 2 LVdaln% llelFams \t FRWWASTER - SITE LOCATION - FIG 2.wpd 1 I 0 \� u B #1 - APPROXIMATE LOCATION OF TEST PITS PROJECT NAME DELORES AND LAWERENCE SULLIVAN PROJECT ADDRESS 300 BLOCK OF SEEMAN DRIVE, ENCINITAS, CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS i 002462 -1 810W Los V A, San Marcos. 92069 3 \1Main\01e1Fdrmsl1 FRM1002462 SULLIVAN - LOCATION OF TEST PITS.;; d M O_ O m/ B o §; § v >c M c m §rl m \ z k x� > G > =j % o I z G) m R � . o } E \> � \0 \ > \\ &m 22 �§ 0 m o M 7 • \ m V $ . / --I \ > m) f-) cn Z m - E a _ >; ¥ ¥ z 2 a , q ■ CD / $r . z = E = i , 9 0 6 ¥ m R/ 2 / 3 E m o > $ E o = r / = i f c oe a f E , /\ e ƒ r �I o Z > �, a � / (n , =3 / \ e a / / C 'n :f ®_ . c §2[:7m /zo m c /) Wz 5m / §(/ \�` / / (; ` ! .| N f e @ _ 2 ¥ » » § 2 } \ k cn cn ) r ( ` > ( k f � ) \ ( § ) r � $ � 2 � { ` # CA) o o m T k § S22 0 o 0 m \\ § M § zzz 2 9 //m m m 2 z� Cl) o#® z § x "r x r I \ > $ M z M Q 0 q P 8 j z n �Z\ , m o / \g a t0 0 /' ~ z \ \D � � t 4 ® .. . m 0 ; z F \ m § § a > m . . ¥ ¥z - > Sao T \ m -j o ; o >Mm 9 z a :j-- Q m ®� / 0 mm z = m Z b� CL 2w ( 9 / q r 00 z 2 ® mzM o> y » y 0 o� 00 k \ D �\ /� / m >� 6 ; M/ & E R ® m / ( E k \_ / + ® a \ \ : ! © • . a CA ' 0!90! ) �( \�f � k \ &( S.Z )%� / ®/� \ a 72 |K =® ® P / ` 2 §§ / / ` \ \ \ / § k \ \ C f m § \ k £ q m G) $ 0 \ M \ / M U) } _ + APPENDIX -A- ■ i 1 1 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. Tan, S.S., 1995, Landslide Hazards in the Northern San Diego Metropolitan Area, California: California Division of Mines and Geology, Open File Report. 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, 1994, Fault Activity Map of California: California Division Mines and Geology, Geologic Data, Map No. 6. 7. State of California, Geologic Map of California, Map No. 2, Dated 1977. 8. Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan Area, California: CDMG Bulletin 200, 56 p. N APPENDIX -B- ■ ■ 1 1 F GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1.0 General intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing 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 responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report, and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM D1557. c -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 should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, fiat, and free of uneven features which would 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 uniform 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- I 3.6 aenShing: 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 l con Other feet benches should material as evaluated by the geotechnical be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas of- -fle benches, should d I bdin e P aouated dby areas, the removal areas, and O geotechnical consultant prior to fill placement. 4.0 E L Material 4.1 n r I: Material to be placed fill should adnd be should cl be t eva r luat d by the matter and other deleterious substances, 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 soils to achieve satisfactory fill - material. 4.2 Ov : 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. -3- 4'3 'MD-QC: If importing of fill material is required f should meet the requirements of Section 4.1 or grading, to allow the geotechnical consultant to Su C1enttime simport o be give l proposed import materials. observe (and test, if necessa give necessary) the 5.0 Eilp aCan, a; ► ; ^ omo � 5 .1 Fil i Fill material should be placed in areas P evaluated to receive fill, in near - horizontal layers a prepared and previously compacted thickness. Each layer should be spreadeoeimatel Y 6 inches in mixed to attain uniformity material and moisture throu enly and thoroughly tY of m 5 ' 2 Mois�re Gonditioning Fill soils should be and /or mixed, as necessary to attain a uniform watered, dried -back moisture content near pltimum' 5.3 Compaction of Fill After each layer has conditioned, and mixed, it should be uniformly com acte been evenly spread percent of maximum d moisture - equipment should be adequately sunless otherwise specified). dof less than 90 soil compaction or of proven and be either specifically de s i gned C omp act io n degree and uniformit eliability, to efficiently achieve thes for tY °f compaction. pecified 5.4 Fil - - � ;,'� Compacting of slopes should be elevation gain, orb normal compacting procedures 9 of slopes by backrollin es w ished, in addition to at increments of 3 to 4 feet in fill eleva of satisfactory results. At the completion P with methods producing sfoot rollers ' the fill out to the slope face would b Y her method P n of grading, the relative compaction of be least 90 percent. -4- I 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. 3 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor /civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and /or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. i 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and /or determining the limits of overexcavation, a licensed land surveyor /civil engineer should be utilized. -5- 1 MINIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL FINAL WATERPROOFING SPECIFICATIONS & DETAILS TO BE PROVIDED BY PROJECT ARCHITECT MASTIC TO BE APPLIED TO TOP OF WALL MASTIC TYPE WATER PROOFING (HLM 5000 OR EOUIV) INSTALLED PER MANUFACTURES TOP OF RETAINING WALL SPECIFICATIONS & PROTECTED WITH BACKER BOARD (ABOVE MIRADRAIN) MASTIC NOT TO BE EXPOSED TO SUNUGHT SOIL BACKFILL, COMPACTED TO 907 RELATIVE COMPACTION 2_ 7 PER REFERENCE 11 PROPOSED SLOPE BACKCUT END MIRADRAIN (top) 6•: Up - -' — / PER OSHA STANDARDS OR PER ALTERNATIVE SLOPING ' AREA DRAIN PLAN, OR PER APPROVED RETAINING WALL SYSTEM SHORING PLAN MIRADRAIN MEMBRANE c INSTALLED PER MANUFACTURES ' C ENVELOPE FABRIC SPECIFICATIONS OVER MASTIC %" �K I FILTER FILTER I ABRI OR WATERPROOFING — NLAI 5000 APPROVED EQUIVALENT) OR EQUIVALENT ! I I_ 12' MIN. LAP 3/4' — 1 1/2' CLEAN GRAVEL I_I II 4'X4' (45d) CONCRETE CANT ' F5=1 I — ° O FOOTING/WALL CONNECTION — I =I I I- I II = I I I — I I I I (UNDER WATER PROOFING) 4 (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EO.) — ; WITH PERFORATIONS ! I—� �, r mac`• ! �c`� < ��! �ff� ^.� ORIENTED DOWN AS DEPICTED MIN. 2% COMPACTED FILL GRADIENT TO SUITABLE OR BEDROCK WALL FOOTING OUTLET. END MIRADRAIN (bottom) COMPETENT BEDROCK OR FILL MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT PROJECT NUMBER ENGINEERING D NU 6ER PROJECT NAME ENGINEERING GROUP PROJECT ADDRESS 810 WEST LAS VALLECITOS BLVD. DRAWN BY: SUITE » A" SAN MARCOS, CA 92089 (780) 752 -7010 FAX (780) 752 -7092 DATE .H . No surcharge loads within ;his area for level backfill design. Filter Material, 1" max. crushed 8 aggregate, 4 cu. ft. per 4" die. _ +1 drain or 1 cu. ft. per h. of open E io head joints. is � -- 4" dia. drain with 1/4" gals. wire mesh screen 8' • 0" on centers, or one row T' horizontally of open head joints. Line of undisturbed natural soil TYPICAL SECTION Mortar or cast-in-place concrete 9" 12" block wall Finished ground line 5 1/4" 8" block wall I Vertical reinf. Vertical reinf. Grout filled block cells -- Top of footing Horizontal reinf. thru bond beam block - ---��i 2" x 4" (nominal) key CAP DETAIL KEY DETAIL NOTES: 1.. All masonry retaining walls shall be constructed with cap, key and drainage details as shown hereon. 2. 4" diameter drain may be formed by placing a block on it's side. E 14106 il THE ENGINEERING DES W GROUP RETAINING WALL DETAIL my oung I/ol DESIGN CONDITIONS: INSPECTIONS: Walls are to be used for the lading conditions shown for Call for inspections as follows: each type well. Design H shall not be exceeded. Footing key is required except as shown otherwise or when A. When the footing has been formed, with the steel tied found unnecessary by the Engineer. securely in final position, and is ready for the concrete Special footing design is required where foundation material to be placed. is uncapable of supporting toe pressure listed in table. DESIGN DATA: B. Where cleanout holes are not provided: (1) After the blocks have been laid up to a height of Reinforced Concrete: 4', or full height for walls up to 5', with steel in place but before the grout is poured, and .... . Fc - 1200 psi F'c - 3000 psi Fs - 20,000 psi n - 10 (2) After the first lift is properly grouted, the blocks ' Reinforced Masonry: have been laid up to the top of the wall with the steel tied securely in place but before the upper F'm 600 psi Fm = 200 psi lift is grouted. Fs - 20,000 psi n - 50 Where cleanout holes are provided: Earth - 120 pcf and Equivalent Fluid Pressure - 36 psf per foot of height Walls shown for 114:1 unlimited After the blocks have been laid up to the top of sloping surcharge are designed in accordance with the wall, with the steel . 6ed securely in place, but Rankline's formula for unlimited sloping surcharge with before grouting. a d - 33' 42' C. After grouting is complete and after rock or rubble wall REINFORCEMENT: drains are in place but before earth backfill is placed. M Intermediate grade, hard grade, or rail steel deformation shall 0. Final inspection when all work has been completed. conform to ASTM A615, A616, A617. Bars shall lap 40 diameters, where spliced, unless otherwise shown on the plans. CONCRETE GROUT AND MORTAR MIXES: Bends shall conform to the Manual. of Standard Practice, A.C.I. Backing for hooks is four diameters. All bar embedments are Concrete grout shall attain a minimum compressive strength of clear distances to outside of bar. Spacing for parallel bars is 2,000 psi in 28 days and mortar shall attain 1,800 psi in 28 days. center to center of bars. All cells shall be filled with grout Rod or vibrate grout MASONRY: within 10 minutes of pouring to insure consolidation. Bring grout to a point 2" from the top of masonry units when All reinforced masonry retaining walls shall be constructed of grouting of second lift is to be continued at another time. regular or light weight standard units conforming to the Standard Specifications for Public Works Construction." MORTAR KEY: ' JOINTS: To insure proper bonding between the footing and the first course of block, a mortar key shall be formed by embedding Vertical control joints shall be plead at 32 foot intervals a flat 2 X 4 flush with and at the top of the freshly poured maximum. Joints shall be designed to resist shear and footing. The 2 X 4 should be removed after the concrete has other lateral forces whili permitting longitudal movement started to harden (approximately 1 hour). Vertical expansion joints :hail be placed at 96 foot inter- A mortar key may be omitted if the first course of block is vale maximum. set into the fresh concrete when the footing is poured, and a CONCRETE: good bond is obtained.. Footing concrete shall be 560 -C -3250, using 8 aggregate WALL DRAINS: when placing conditions permit. Wall drains shall be provided in accordance with Standard BACKFILL: Drawing C -8. 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. SOIL: Each layer of backfill shall be moistened as directed by the 1 Engineer and thoroughly tamped, rolled or otherwise compacted until the relative compaction is not less than 90%. All footings shall extend at least 12 inches into undisturbed natural soil or approved compacted fill. Soil should be dampened FENCING: prior to placing concrete in footings. Safety fencing shall be installed at the top of the wall as required by the agency. THE WOMIUMNo ORO" GR(XW RETAINING WALL DETAIL im Not erg 1614 FIGURE Not Edge of Footing 1 N Iay line I I I I 1 1/2 : 1 sloping backfill or PLAN 250 psf. live load surcharge 1 1/2 : 1 sloping backfill or 250 psf, live load surcharge mortar cap H 5' . 4" H= 3'. 8" _ mortar cap . N 4 total 2 Y d 4 total 2 ° I x X eo AO bars I � N O2 4 total 2 Go O ban t w o Y = 2 „ bars I, 1 4 total 3 �- Ke _ tr 4 total 5 - y 11 �� 12 "x 12" key W/2 -- I / 4 @ 12" +—+ W Keyes Co W/2 1 �. _. if 4@ 12" M v u Horizontal reinf. not shown W TYPICAL SECTION I 3' - 8" max. TYPICAL SECTION ELEVATION over 3' . 8„ DIMENSIONS AND REINFORCING STEEL H (max) 5'. 4" 3• 8" T (min) 0' - 10" 0' . 10 NOTES W (min) 5' • 0" 3' • 9" I. See Standard Drawings C -7 and C -8 for A bars / 4 - )g" additional notes and details. 2. Fill all block cells with grout. 8 bars � 6 @ 16" / 4 @ 16" max. toe p� (psf) 700 550 THE EMINEERINGi DEMN GROUP RETAINING WALL DETAIL foe " m W+ �ICUet wo, , SIDE HILL STABILITY FILL DETAIL EXISTING GROUND / SURFACE —� i FINISHED SLOPE FACE / PROJECT t TO 1 LINE __ — / / FINISHED CUT PAD FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY ____ _ ________ _ „ ✓rai N � _COMPACTED_= OVERBURDEN OR UNSUITABLE PAD OVEREXCAVATION DEPTH —= r _1 — r = =�rT— Biel= MATERIAL __? _ _ � ___ AND RECOMPACTION MAY BE — — -- RECOMMENDED BY THE I - - - ----- � == GEOTECHNICAL CONSULTANT _ --- _- BENCH BASED ON ACTUAL FIELD _ CONDITIONS ENCOUNTERED. _2!� I MIN 1 V MIN. COMPETENT BEDROCK OR . LOWEST MATERIAL AS EVALUATED DEPTH BENCH BY THE GEOTECHNICAL (KEY) CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions CANYON SUBDRAIN DETAILS EXISTING GROUND SURFACE = -- __- ____=== _- =_ _ _ -_ -- _COMPACTED FILL-_ 1_'-`_= - �l BENCHING ` =_ '3r =_=_ ------------------------- _ ' _ =?Sr= — ----- - - - - -� - - -- - - , --------- == � REMOVE UNSUITABLE MATERIAL --- y /illl SUBORAIN TRENCH SEE BELOW SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE �8' MIN. OVERLAP 8' MIN. OVERLAP (MIRAFI 140N OR APPROVED EQUIVALENT)* 8' MIN. 8' MIN. 1 .. • .. I /- COVER CO; ER V : •' I i 3/40- 1-1/2' CLEAN GRAVEL 4' MIN. BEDDING •• (9ft /ft. MIN.) 3/4 1.1/2' CLEAN - GRAVEL (Sft 3 /ft. MIN.) 8' j d MIN. * IF CALTRANS CLASS 2 PERMEABLE PERFORATED MATERIAL IS USED IN PLACE OF PIPE 3/4t-1-1/2' GRAVEL, FILTER FABRIC MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL DESIGN FINISH - U.S. Standard GRADE __ = == SUBDRAIN TRENCH Sieve Size a Passing -- SEE ABOVE 1 100 3/4" 90 -100 i--------------- ` � - _= 3/8" 40 -100 o 1 - - - - -- - - -- No. 4 25 -40 __ - == - = = = == - • No. 8 18 -33 0 No. 30 5 -15 No. 50 0 -7 15' MIN. 5'MIN PERFORATED No. 200 0 -3 6'0 MIN. PIPE Sand Equivalent >75 NONPERFORATEO 8' 0 MIN. Subdrain should be constructed only on competent material as evaluated by the geotechnical consultant. SUBORAIN INSTALLATION Subdrain pipe should be Installed with perforations down as depicted. At locations recommended by the geotechnical consultant, nonperforated pipe should be installed. SUBDRAIN TYPE - Subdrain type should be Acrylonitrile Butadiene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125, SDR 32.5 should be used for maximum fill depth* of 33 feet. Class 200, SOR 21 should be used 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 == =_ __ -_v BACK CUT 1:1 OR FLATTER ___� _= ______ = BENCH SEE SUBDRAIN TRENCH -- =� DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET KEY __ _- = -- -- = =_ = =_ ___? rni>> 10' MIN. DEPTH -_ ?_?? ____ _% MIN_ =_ __- PERFORATED I I EACH SIDE PIPE 2 ji ___ � -__ _ === = = = CAP MIN. " = ____= = = = = MIN = � = = = == NON - PERFORATED - - - - - -- - OUTLET PIPE KEY WITH T— CONNECTION DETAIL AS NOTED ON GRADING PLANS 13' MIN. _ *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'- 1 -1/2' GRAVEL, FILTER FABRIC SEE T- CONNECTION MAY BE DELETED S' MIN. DETAIL OVERLAP 1 SPECIFICATIONS FOR CALTRANS 3/4'- 1 -1/2' _ CLASS 2 PERMEABLE MATERIAL CLEAN GRAVEL 1 e' MIN. ( MIN.) /� COVER U.S. Standard I� 4' 0 •, 4' 0 Sieve Size A Passing NON - PERFORATED PERFORATED I" 100 PIP ' PIPE 3/4" 40 -100 �- T T 3/8" 40 -100 FILTER FABRIC S� MIN I No. 4 25 -40 ENVELOPE (MIRAFI 4' MIN. No. 8 18 - 140N OR APPROVED BEDDING No. 30 5 -15 EQUIVALENT)* No. 50 0 -7 No. 200 0 -3 SUBDRAIN TRENCH DETAIL Sand Equivalent >75 NOTES: For buttress dimensions, see geotechnical report /plans. Actual dimensions of buttress and subdrain may be changed by the geotechnical consultant based on field conditions. SUBDRAIN INSTALLATION - Subdrain pipe should be Installed with perforations down as depicted. At locations recommended by the geotechnical consultant. nonperforated pipe should be Installed SUBDRAIN TYPE - Subdraln type should be Acrylon trite Butadiene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.3 should be used for maximum fill depths of 35 feet. Class 200,SOR 21 should be used for maximum fill depths of 100 feet. KEY AND BENCHING DETAILS FILL SLOPE PROJECT t TO 1 _r =?- - LINE FROM TOE OF SLOPE - =z = aMr�� TO COMPETENT MATERIAL ----- - - - -- - = = EX13TING - GROUND SURFACE ----- -- -- �-- - --= = - Y -�- -- REMOVE UNSUITABLE -- - -_ " MATERIAL BENCH - —2 MIN..-- err - 2' MI 15 MIN KEY I LOWEST DEPTH BENCH (KEY) _= OMPACTED -Ni� FILL - OVER -CUT SLOPE _= FILL EXISTING = - == =sue -- -' -- - -- = " GROUND SURFACEY BENCH REMOVE 2' —LOWEST; UNSUITABLE MIN. BENCH MATERIAL v DEPTH (KEY) CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) EXISTING GROUND SURFACE SLOPE l CUT - OVER -FILL SLOPE / /� "' (TO B EXCAVATED / PRIOR TO FILL PLACEMENT) REMOVE PROJECT 1 TO t =_ UNSUITABLE MATERIAL LINE FROM TOE OF SLOPE TO COMPETENT OMPACT MATERIAL BENCH ?_2 MIN == _ T�6' MIN 2' MIN. LOWEST KEY DEPTH BENCH (KEY) NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. ROCK DISPOSAL DETAIL FIN&SH GRADE --- - -- ---------- --------- -- npn- 7- SLOPE FACE --- - ' "C -n;n . . . .. ..... ..... = = __ - OMPACTED F - L ------------ - ---------- ---------- -- --------- --- - ----- - - - - - - - - - - - _ GAIN _ . - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - :� -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - = == =Y -- - - - - - - - - - f - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - 6W X ----------------- M- --- -- ------------ OVERSIZE WINDROW GRANULAR SOIL (S.E.2:SO) TO 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 shear tests are performed on remolded and /or relatively undisturbed samples which are soaked 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 application 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 of the sample is sufficient to allow dissipation of pore pressures set up due to application of the shearing force. The relaxed values 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 (ASTM 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 Soil Classification is presented in both the test data and the boring logs. v 971d �" • • CD 9 r :z 0 Z► •� O �.�•..•�.. • 3 • ,� . ; N cal cry �� Z • °) c ^ � c o w C-4 $ U —c • • • • • • • • CO) z A* N W 8 1 Q a a ! I I II � !�illl I �iil I > _ z� Q IL S �u aI o s �Q Q J °� J Z ° �w -� .� � ��, o�� od Qw� > r am lu O - ~ � w u w lu Q s rof zUa p s y. fs ti a CIO CL fill j I � I Q , _ d) _ Lu J J J Q �� vale! 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