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1997-5049 G Street Address ------ _--- - - - - -- - Category Serial# Name Description Plan ck. # Year PASCO ENGINEERING, INC. 535 NORTH HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 (619) 259-8212 WAYNE A. PASCO FAX (619) 259 -4812 R.C.E. 29577 December 16, 1998 g PE 710 City of Encinitas 505 So. Vulcan Avenue Encinitas, CA 92024 Attn: Todd Baumbach RE: AS GRADED CERTIFICATION FOR GRADING PLAN 5049 -G (MARTY MC COMAS) Dear Mr. Baumbach: Please be advised that on December 3, 1998, this office field reviewed the grading on the above referenced lot and have found that the grading under permit NO. 5049 -G has been preformed in substantial conformance with the approved grading plans or as shown on the attached as graded plans. If you have any questions pertaining to the above, please do not hesitate to contact this office. Very truly yours, PASCO ENGINEERING, INC. Joe Yuhas, L.S. 5211 Director of Land Surveying C. Jy 4tr 0 Ln v No. 211 ,t EXP 6 -30 -99 k WELL John Powell & Associates, Inc. Consulting Civil Engineers May 2, 1997 c: \5049 \1gpck.doc Hans Jensen Senior Civil Engineer City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 -3633 SUBJECT: FIRST PLAN CHECK OF GRADING PLANS FOR MCCOMMAS RESIDENCE (DWG. NO. 5049 -G) Dear Mr. Jensen: We have completed our first review of the above subject. We reviewed the Grading plans, drainage study, and cost estimate against the City of Encinitas Grading Standards. From our review, we offer the following comments that should be addressed by the applicant prior to plan approval: 1. Obtain interdepartmental sign -off from the Community Development Department, Fire Department, and the appropriate Water District prior to Engineering Department approval. 2. Obtain signatures as noted on the returned plans. 3. Complete the environmental data as noted on the returned plans. 4. Provide notarized Letters of Permission for the proposed off -site work (typical). 5. Depict the proposed water and sewer services for the proposed residence and add the items to the cost estimate. 6. Provide the record information on the off -site private road and utility easement. This easement should be recorded prior to issuance of a grading permit. 7. Provide invert elevations as noted on the returned plans. 8. Clarify the type and limits of existing surface improvements within the private road and utility easement. 175 Calle Magdalena, Suite 1 01 , Encinitas, CA 92024 / (619] 753 -1120 4 Mr. Hans Jensen May 2, 1996 Page 2 of 2 9. Clarify whether improvements within the private road easement will be removed and replaced as part of the proposed development and add these items to the cost estimate. 10. Revise the plans to address how water will be collected along the proposed driveway. The hydrology report indicates that a concrete swale should be constructed. 11. Depict the slopes on the proposed driveway. 12. Address drainage control over the proposed easterly slope as noted on the returned plans. 13. Depict the proposed topography of the private road as noted on the returned plans. 14. Depict the limits of grading on the plans and add the symbol to the legend (typical). 15. Depict the location of the gravel bags as noted on the returned plans. 16. Depict the location of the existing sewer line per Drawing No. CS 202. 17. Provide a copy of the soils investigation listed in the grading notes. 18. Revise the cost estimate as noted on the returned document. 19. Address the redline comments as noted on the returned plans. The applicant should respond to each of our comments in letter format to assist the next plan check review. If there are any questions regarding the above comments, please call Jeremy Riddle or me at 753 -1120. Sincerely, Tom Frank k,�� p`�` Plan Check Project Manager 0 ,;; No 49070 rn JR /rb cc: Blair Knoll, City of Encinitas J�qT£ OF CA` Jeremy Riddle, Plan Check Engineer JO n Powell & Associates, Inc. 175 Calle Magdalena, Suite 101, Encinitas, CA 92024 / (619) 753 -1120 DA Itt"OENGINEERING, INC. 535 NORTH HIGHWAY 101, SUITE A ^ SOLANA BEACH, CA 92075 (619) 259-8212 WAYNE A. PASCO FAX (619) 259-4812 R.C.E. 29577 March 28, 1997 PE 71OG City of Encinitas 505 So. Vulcan Avenue Encinitas, CA 92024 MAR 31 1997 Attn: Blair Knoll 0,'-* RE: McCOMAS GRADING PLAN HYDROLOGY Dear Blair: The purpose of this report is to address the impact of storm flow runoff on the above referenced grading plan. The hydrologic soil group is D and the lots are greater than 0.5 acre. Therefore the runoff coefficient is 0.45. Approximately 1.06 acres of offsite land is tributary to the browditch along the top of the proposed cut slope. Q100 accumulating in the earthen ditch is calculated herein as being 2.22 cfs. The depth of flow in the earthen swale is 0.54 feet leaving 0.46 feet of freeboard. The velocity of Qjoo in the lined ditch at the outlet is calculated herein as being 5.33 ft/sec. The northerly onsite basin drains down the driveway with a Qloo of 1.27 cfs. Storm flow is conveyed along the concrete gutter of the driveway to the cul-de-sac then along a proposed A.C. berm to an A.C. spillway per SDRSD D-22. Based on the calculations attached, it is the professional opinion of Pasco Engineering that the drainage structures as shown on the above mentioned grading plan will be adequate to intercept, contain & convey Qloo to an appropriate point of discharge. If you have any questions or comments pertaining to the above, please do not hesitate to contact us. City/Hydrology/PE710G March 28, 1997 Page 2 Very truly yours, PASCO ENGINEERING, INC. Wayne Pasco, President RCE 29577 MS/WP /js Attachment ��QROFFSS /��� A. rM o� 0. 29 5 77 Exp.3/31/99 ��� CIVIL R N ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Hwy. 101, Suite A Solana Beach, CA 92075 Ph. (619) 259 -8212 Fax (619) 259 -4812 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** HYDROLOGY ANALYSIS FOR McCOMAS GRADING PLAN. * PE 710 100 YEAR STORM SEE EXHIBIT "A" * 3/27/97 MS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 710A.DAT TIME /DATE OF STUDY: 16:26 3/27/1997 --------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 3.100 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 SAN DIEGO HYDROLOGY MANUAL "C"- VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 --------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------- - - - - -- SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10- MINUTES ADDED = 11.92(MINUTES) INITIAL SUBAREA FLOW - LENGTH = 590.00 UPSTREAM ELEVATION = 325.00 DOWNSTREAM ELEVATION = 198.00 ELEVATION DIFFERENCE = 127.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.664 SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 1.06 TOTAL RUNOFF(CFS) = 2.22 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.9 UPSTREAM NODE ELEVATION = 198.00 DOWNSTREAM NODE ELEVATION 170.00 FLOWLENGTH(FEET) = 235.00 MANNING'S N .040 GIVEN PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 2.22 TRAVEL TIME(MIN.) .80 TC(MIN.) 12.72 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.472 SOIL CLASSIFICATION IS I'D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) .30 SUBAREA RUNOFF(CFS) .60 TOTAL AREA(ACRES) 1.36 TOTAL RUNOFF(CFS) 2.83 TC(MIN) 12.72 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS I'D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 183.80 DOWNSTREAM ELEVATION = 173.00 ELEVATION DIFFERENCE = 10.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 11.737 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.711 SUBAREA RUNOFF(CFS) 1.27 TOTAL AREA(ACRES) .60 TOTAL RUNOFF(CFS) 1.27 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) 1.27 Tc(MIN.) 11.74 TOTAL AREA(ACRES) .60 END OF RATIONAL METHOD ANALYSIS ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1388 Analysis prepared by: PASCO ENGINEERING, INC. 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA. 92075 PH. (619) 259 -8212 FAX. (619) 259 -4812 --------------------------------------------------------------------------- TIME /DATE OF STUDY: 16:34 3/27/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EARTHEN SWALE SIZE DETERMINATION * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » >PIPEFLOW HYDRAULIC INPUT INFORMATION «« --------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET /FEET) _ .0200 PIPEFLOW(CFS) = 2.22 MANNINGS FRICTION FACTOR = .040000 CRITICAL -DEPTH FLOW INFORMATION: --------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .52 CRITICAL FLOW AREA(SQUARE FEET) _ .645 CRITICAL FLOW TOP- WIDTH(FEET) = 1.752 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 23.49 CRITICAL FLOW VELOCITY(FEET /SEC.) = 3.443 CRITICAL FLOW VELOCITY HEAD(FEET) _ .18 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .37 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .70 ----- - - - - -- NORMAL -DEPTH FLOW INFORMATION: --------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .63 FLOW AREA(SQUARE FEET) _ .84 FLOW TOP- WIDTH(FEET) = 1.856 FLOW PRESSURE + MOMENTUM(POUNDS) = 25.08 FLOW VELOCITY(FEET /SEC.) = 2.632 FLOW VELOCITY HEAD(FEET) _ .108 HYDRAULIC DEPTH(FEET) _ .45 FROUDE NUMBER = .688 SPECIFIC ENERGY(FEET) _ .74 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EARTHEN SWALE SCOUR DETERMINATION. * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » >PIPEFLOW HYDRAULIC INPUT INFORMATION «« --------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET /FEET) _ .0200 PIPEFLOW(CFS) = 2.22 MANNINGS FRICTION FACTOR = .030000 CRITICAL -DEPTH FLOW INFORMATION: --------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .52 CRITICAL FLOW AREA(SQUARE FEET) _ .645 CRITICAL FLOW TOP- WIDTH(FEET) = 1.752 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 23.49 CRITICAL FLOW VELOCITY(FEET /SEC.) = 3.443 CRITICAL FLOW VELOCITY HEAD(FEET) _ .18 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .37 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .70 --------------------------------------------------------------------------- --------------------------------------------------------------------------- NORMAL -DEPTH FLOW INFORMATION: --------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .54 FLOW AREA(SQUARE FEET) _ .69 FLOW TOP- WIDTH(FEET) = 1.777 FLOW PRESSURE + MOMENTUM(POUNDS) = 23.57 FLOW VELOCITY(FEET /SEC.) = 3.234 FLOW VELOCITY HEAD(FEET) _ .162 HYDRAULIC DEPTH(FEET) _ .39 FROUDE NUMBER = .917 SPECIFIC ENERGY(FEET) _ .70 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LINED SWALE VELOCITY CALCULATION FOR RIP -RAP SIZING. * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »PIPEFLOW HYDRAULIC INPUT INFORMATION«« ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET /FEET) _ .0670 PIPEFLOW(CFS) = 2.83 MANNINGS FRICTION FACTOR = .030000 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CRITICAL -DEPTH FLOW INFORMATION: --------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .59 CRITICAL FLOW AREA(SQUARE FEET) _ .768 CRITICAL FLOW TOP- WIDTH(FEET) = 1.821 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 31.92 CRITICAL FLOW VELOCITY(FEET /SEC.) = 3.685 CRITICAL FLOW VELOCITY HEAD(FEET) _ .21 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .42 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .80 ------------------ - - - - -- NORMAL -DEPTH FLOW INFORMATION: --------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .45 FLOW AREA(SQUARE FEET) _ .53 FLOW TOP- WIDTH(FEET) = 1.672 FLOW PRESSURE + MOMENTUM(POUNDS) = 35.47 FLOW VELOCITY(FEET /SEC.) = 5.332 FLOW VELOCITY HEAD(FEET) _ .441 HYDRAULIC DEPTH(FEET) _ .32 FROUDE NUMBER = 1.668 SPECIFIC ENERGY(FEET) _ .89 �•atur � w a� • •. 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' - �i c ` H C �A Oh ,Sb A At IN H rG AtC t rC, HrD2 P / `1 <o� AtC F cD2 Mr'C2 AM A �'+ A L� (�.I /�� \P _ ' o /� r CsC 0hE i<�2 I• � LvF3 At C PN _ G �01 E 6� w °o Tf ` HrD2 / ` L v F 7 COAST GEOTECHNICAL ' CONSULTING ENGINEERS AND GEOLOGISTS December 17, 1997 ' Marry and Lynn McComas 3462 Corvallis Street Carlsbad, CA 92008 1 ' Subject: ROUGH GRADING REPORT Lot 2, Map No. 13320, Double LL Ranch Estates ' Encinitas, California ' Reference: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single- Family Residence Lot 2, Map No. 13320, Double LL Ranch Estates ' Encinitas, California Prepared by Coast Geotechnical Dated Ma 12, 1997 IL DEC 2 3 1997 CNC INEERING SERVICES Dear Mr. and Mrs. McComas: CITY OF ENCINITAS ' In response to your request, we have performed field observations and testing during the rough grading phase on the above referenced property. The results of our density tests ' and laboratory testing are presented in this report. Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. Imported fill deposits were used in the building pad which exhibit a potential expansion ranging from the low to medium range. Revised soil parameters for the design of footings and slabs is included in the recommendations section of this report. ' If you have any questions, please do not hesitate to contact us at (619) 755 -8622. This opportunity to be of service is ¢ ciated. Respectfully submitted,�� q `t 2 ' COAST GEOTECHNICAL (D 782 M LU Q Exp. 12 -81 -01 z J Mark Burwell �Pr ��. �� Vithaya Singhanet, P.E. Geologist QT �tw �Q Geotechnical Engineer F Cal.� ' 779 ACADEMY DRIVE • SOLANA BEACH • CALIFORNIA 92075 (619) 755 -8622 • FAX (619) 755 -9126 ROUGH GRADING REPORT ' Lot 2, Map No. 13320, Double LL Ranch Estates Encinitas, California Prepared for: Marty and Lynn McComas 3462 Corvallis Street Carlsbad, CA 92008 December 17, 1997 W.O. G- 242096 ' : Prepared b P Y ' COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 December 17, 1997 W.O. G- 242096 t Page 3 t INTRODUCTION This report presents the results of our observations and field density testing on the t subject property. The project included the cutting and filling of a gently sloping lot, in order to develop a level building pad. The results of our density tests are presented on Table I. The approximate locations of these tests are shown on the enclosed Grading ' Plan. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in ' accordance with ASTM D 1557 -91. Field density tests were performed in accordance with ' ASTM D 1556. The results of the laboratory maximum dry density, for the soil types used as compacted fill on the site, is summarized below: ' Maximum Dry Density Optimum Soil Type Description (p.c.f.) Moisture ( %) ' A Mixture of on -site 109.0 16.0 soils, tan to brown ' silty, slightly sandy clay ' B Imported soils, mixed, 120.0 13.5 tan to brown silty and medium grained sand mixed with reddish grey clayey sand ' C Imported soils, brown 124.0 9.9 fine and medium - grained sand, slightly silty December 17, 1997 W.O. G- 242096 ' Page 4 GEOTECHNICAL CONDITIONS The subject property is underlain along the eastern extent by metavolcanic bedrock units t commonly designated as the Santiago Peak Volcanics. However, most of the westerly sloping site is underlain by greenish brown sandy claystone which appears lithologically equivalent to the clayey rock units of the Del Mar Formation. The clayey sedimentary rock units are subject to downslo e creep along highly fractured and weathered zones. l P P g g Y ' The sedimentary rock units are overlain by clayey colluvial deposits. The soil deposits ' grade into alluvial deposits along the eastern extent of the lot. ' EXPANSIVE SOILS ' Most of the highly expansive materials such as clayey soil deposits were used in the key and slope areas, and lower portions of the building pad. Imported materials were used ' in the building pad. The cap of imported fill deposits is approximately 3.0 to 5.0 feet. ' Testing and evaluation of the imported fill deposits in the building pad suggests these deposits have a potential expansion that varies form a low to medium range below a depth of approximately 2.0 feet. The upper 2.0 feet of fill deposits have a potential ' expansion in the low range. DISCUSSION The grading contractor on this project was Rex Endrezzi Excavating. The following is a discussion of the general grading operations, as they were performed on the site. t December 17, 1997 W.O. G- 242096 ' Page 5 ' 1) All surface deleterious material was removed from the area of the proposed grading. ' 2) The subject lot was used as a borrow site in order to complete grading along the private road for TM 93 -029. ' 3) In general, the clayey colluvial deposits were excavated in the area of proposed ' site grading and placed along the private road in order to achieve design grade. ' 4) A minimum 15 foot wide key was excavated a minimum of 2.0 feet, along the ' outside edge, into claystone along the base of the proposed fill slope. A subdrain consisting of a 4.0 inch diameter pipe, embedded in gravel and wrapped in filter ' fabric was installed along the back of the key (elev. 165'). 1 5) Prior to placement of fill, the base of the key excavation was scarified, moistened ' and compacted. 6) Fill consisting of a mixture of on -site excavated materials was placed in loose lifts t of about 8.0 inches thick. The fill was moistened as percent required to about 2.0 q P ' above optimum moisture content and compacted. Compaction was accomplished by track rolling with heavy earth moving equipment and by a sheepsfoot. Fill was ' benched into the underlying e rock units. Y g cla YY December 17, 1997 W.O. G- 242096 ' Page 6 7) As recommended in the referenced Preliminary Geotechnical Report, the rear cut slope was constructed as a stabilization fill. The building pad undercut (elev. 179') ' was extended into the rear slope creating a minimum 20 foot wide key. A 4.0 inch ' diameter subdrain was constructed along the back of the key at an elevation of approximately 180 feet. Fill was placed as previously indicated and benched into ' the underlying claystone. The stabilization fill is composed od on -site materials, , ' as well as imported fill. ' 8 The cut ortion of the building ad was undercut p g p u e ut approximately 5.0 feet (elev. ' 179') below the existing grade. Prior to placement of fill, the base of the ' excavation was scarified, moistened and compacted. ' 9) As previously indicated, the building pad was used as a borrow site for road ' development. The pad grade was raised from an elevation of 184 as designed on the grading plan to 186.8 feet. Most of the fill deposits within 3.0 to 5.0 feet of ' pad grade is composed of imported materials. Initial imported fill, from several ' sources, ranged from silty sand to sandy clay. These materials were generally mixed and placed to within 2.0 feet of the revised pad grade. The upper 2.0 feet I ' is generally composed of imported granular deposits. 10) Fill slopes were overbuilt and trimmed back to a maximum gradient of 2:1 ' (horizontal to vertical). ' December 17, 1997 W.O. G- 242096 ' Page 7 ' 11) Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density, as suggested by our test results. ' CONCLUSIONS AND RECOMMENDATIONS General ' The referenced Preliminary Geotechnical Report anticipated using on -site clayey deposits P P g a YY P ' as compacted fill in the building pad. Based on a potential expansion in the high range for on -site deposits, a post- tensioned slab was recommended. A post- tensioned slab has ' been designed for the residence based on our Preliminary g e ary Geotechnical Report. ' However, in view of the imported deposits used as fill in the building pad area, the ' residential foundation and slab may be redesigned, if desired, or the post- tensioned slab, as designed, may be used. ' Foundations (Revised) Although some degree of variation occurs, the fill deposits below an approximate depth ' of 2.0 feet in the building pad exhibit a potential expansion in the medium - range. ' Therefore, footings may be redesigned based on the following soil parameters. Footings for the proposed residence should be a minimum of 12 inches wide and founded a ' minimum of 24 inches below the lower most adjacent grade at the time of foundation excavation. A 12 inch by 12 inch grade beam should be placed across the garage opening. Footings should be reinforced with a minimum of four No. 4 bars, two along December 17, 1997 W.O. G- 242096 ' Page 8 the top of the footing and two along the base. The base of footings should be maintained a minimum of 10 lateral feet from the face of the nearest slope. Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in lieu of the project structural engineer's design. ' An allowable bearing value of 1500 pounds per square foot may be used for foundations at the recommended footing depths. The bearing value indicated above is for the total dead and frequently applied live loads. ' This value may be increased b percent for short y y 33 p durations of loading, including the ' effects of wind and seismic forces. i Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead - load forces. A passive earth pressure of 250 pounds per square foot, per foot of depth ' of fill penetrated to a maximum of 1500 pounds per square foot may be used. Slabs on Grade (interior and Exterior Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both directions with No. 3 bars placed 18 inches on center, in both directions. The slab should be underlain by a minimum 4.0 -inch sand blanket. Where moisture sensitive ' floors are used, a minimum 6.0 -mil Visqueen or equivalent moisture barrier should be t December 17, 1997 W.O. G- 242096 ' Page 9 ' placed in the center of the sand blanket. Utility trenches underlying the slab may be backfilled with on -site materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs including exterior concrete flatwork should be reinforced ' as indicated above and provided with saw cuts /expansion joints, as recommended by the project structural engineer. All slabs should be cast over dense compacted subgrades. ' Drainage Specific drainage patterns should be designed by the project civil engineer. However, in general, ad water should be directed awa g , p e y from foundations and around the structure ' to a suitable discharge location selected by the engineer or architect. Roof water should be collected and conducted to area drains, via non - erodible devices. Pad water should not be allowed to pond or flow onto slopes in an uncontrolled manner. Vegetation ' adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed ' planter boxes should be considered. Other alternatives may be available, however, the intent is to reduce moisture from migrating into foundation subsoils and under concrete ' flatwork. Slopes should be planted with drought resistant vegetation. Irrigation should ' be limited to that amount necessary to sustain plant life. The brow ditch along the top of the stabilization fill should be maintained and cleaned on a periodic basis. Slope ' drainage should not be allowed to infiltrate into the contact along the top of the ' stabilization fill where the fill ties into the natural slope. Infiltration of water could result in slope failure. ' December 17, 1997 W.O. G- 242096 ' Page 10 Observations and Density Testing Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel. Additional fill should be placed while a representative of this ' firm is present to observe and test. ' Plan Review ' This report should be reviewed by the project architect and engineer in order to incorporate revised foundation and slab parameters into the design plans if desired. ' Recommendations rovided in the referenced report w p p hick are not superseded by this ' report remain applicable and should be implemented in the design and construction ' phases. If a redesign of footings and slabs is implemented a copy of the final plans should be reviewed by this office prior to the initiation of construction. 1 1 t December 17, 1997 W.O. G- 242096 Page 11 ' LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval to the slope or pad grade on the subject lot, subsequent to the issuance ' of this report. All ramps made though slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, ' will not be reviewed unless such backfilling operations are P erformed under our ' observation and tested for required compaction. Observations and density testing were performed on a minimal periodic basis only. Complete observation and testing during ' the radin phase was not desired b the own g gP Y r. e ENCLOSURES: LABORATORY TEST RESULTS (TABLES I AND II) PORTION OF GRADING PLAN 1 1 1 1 1 1 1 � ENCLOSURES i ' LABORATORY TEST RESULTS ' TABLE I Field Dry Density and Moisture Content Moisture Dry Relative ' Test Test Approx. Content Density 9 s Soil Date No. Location Elev. o cf Compaction Type ' 5/23/97 1 See Map 179.0' 17.6 110.0 Claystone 5/23/97 2 See Map 165.0' 17.6 105.9 Claystone ' 6/12/97 3 See Map 171.0' 16.7 109.4 94 A 6/12/97 4 See Map 167.0' 17.7 106.0 Claystone ' 6/12/97 5 See Map 165.0' 17.6 111.7 93 A ' 6/13/97 6 See Map 168.0' 19.9 105.7 90 A 6/13/97 7 See Map 171.0' 17.0 105.0 90 A ' 6/16/97 8 See Map 179.0' 18.3 112.9 Claystone 6/16/97 9 See Map 172.5' 18.9 109.7 94 A ' 6/16/97 10 See Map 172.5' 15.0 107.7 92 A 6/17/97 11 See Map 177.0' 17.6 111.2 93 B ' 6/17/97 12 See Map 177.0' 17.6 112.4 94 B ' 6/18/97 13 See Map 178.0' 19.0 108.1 90 B 6/18/97 14 See Map 178.0' 18.6 107.5 92 A ' 6/18/97 15 See Map 181.0' 18.2 108.7 93 A 6/18/97 16 See Map 183.0' 18.3 108.3 93 A ' 6/20/97 17 See Map 183.0' 19.9 109.9 94 A ' 6/20/97 18 See Map 182.0' 16.1 106.9 91 A 6/20/97 19 See Map 184.0' 17.1 107.0 91 A ' 6/20/97 20 See Map 186.0' 16.2 106.6 91 A 6/21/97 21 See Map 188.0' 13.6 109.1 93 A ' ( Page 1 of 3 ) ' LABORATORY TEST RESULTS ' TABLE I (Continued) Field Dry Density and Moisture Content 1 Moisture Dry Relative ' Test Test Approx. Content Density % Soil Date No. Location Elev. o cf Compaction Type ' 6/21/97 22 See Map 187.0' 17.6 108.7 93 A 6/21/97 23 See Map 190.0' 14.9 109.2 91 B 6/23/97 24 See Map 199.0' 17.6 111.5 93 B 6/23/97 25 See Map 188.0' 18.9 107.3 92 A ' 6/23/97 26 See Map 194.0' 20.1 110.3 92 B ' 6/23/97 27 See Map 199.0' 17.1 109.0 91 B 6/23/97 28 See Map 200.0' 15.2 108.6 91 A ' 6/23/97 29 See Map 204.0' 17.0 116.4 97 B 6/24/97 30 See Map 182.0' 18.0 110.3 92 B ' 6/24/97 31 See Map 181.0' 19.2 109.8 92 B 6/24/97 32 See Map 181.0' 14.2 108.7 91 B 6/24/97 33 See Map 182.0' 16.2 111.3 93 B ' 6/25/97 34 See Map 182.0' 15.9 110.6 92 B 6/25/97 35 See Map 183.0' 16.2 113.7 95 B ' 6/26/97 36 See Map 184.0' 14.3 112.6 94 B 11/29/97 37 See Map Grade 7.1 113.5 91 C ' 11/29/97 38 See Map Grade 8.4 112.7 91 C ' 11/29/97 39 See Map Grade 7.9 113.2 91 C t (Page 2 of 3) LABORATORY TEST RESULTS TABLE II 1 Expansion Index Expansion Tests were performed on selected samples. Test procedures were conducted in accordance with the Uniform Building code, Standard No. 29 -2. ' The classification of expansive soil, based on the expansion index, are as indicated in Table 29 -C of the Uniform Building Code. Sample Location Expansion 1 Index Pad @ -3.0' 56 ' (medium) 1 1 1 1 1 1 i 1 1 G- 242096 1 (Page 3 of 3) I ° 1 °aa, / • I 1 •. t .� Q� Q � N �g � 4 1 �° �►,� 1 a °' ° 4 a �, ` h Q 1 ,"� w N d L CL o �N ado a Z \ u t A Bdjb LO� Li Lij CL y t 1 Iz CO ' i w r .C7 Y� Z p • C e ` E co / 1 00 g w a 6z Q Q ° Q► E'99L �z Qg LL � a Lu • a C7 o cc cv 1 �cA • LZ iO Ln = A V W i--, 2 \ U v ( .0 l�i� \ °��� o a �� a \ °� : H kQ w a Z L.,3gcl CY < � O Lr) C LAD 1 J X dWI \ N 1 - - MIN O J h i�° O W �i V) ,1 Y ,I 1 -- I � - I , , . , , . � . I -11 , . ---------------- --,-- - - . I I I . 11 I . , 4 i. . .. I I , '. I ,� I I I - . � .' I . I I . I � �! . , I I I �' I � � I . . � - I I I I I I I I . 1 1 . _' ,� 1 , I, �-�' � � . � I I I ,Is - � I I I � � � - . I 3 '' I I � I . 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