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HomeMy WebLinkAboutTract Map 3883 Lot 321 Rough Grading .. .~ . . . . I\~ 3'3~ \....cs\' 3Z.\ ~ W. C. HOBBS, CONSULTING ENGINEER 39697 CEDARWOOD DRIVE MURRIETA, CALIFORNIA 92563 (909) 696-7059 Project No: 02041-1 Date: September 9, 2002 I Mr. Ted McCoy : c/o Lonnie Smith Construction ; 28465 Front Street, #223 'Temecula, California 92590 ! Subject: Report of Compaction Test Results, Rough Grading for Residence, Calle Fiesta, Lot 321 otTract 3883 City of Temecula, County of Riverside, California I Dear Mr. McCoy, : Contained herein are the results of compaction testing and observations made during rough grade : operations for the house pad and driveway area at the subject site. The location of the tests are : plotted on a portion of the original grading plan attached at the back of this report. The results of laboratory and field density testing are contained in the attached Appendix A. I It should be noted that observation and testing for the pad and drive areas was performed on a : periodic basis, and portions of the information relative to procedures used was provided by the : grading contractor and by direct observation. , This observation and testing was performed in accordance with generally accepted engineering : practices. The condusions and recommendations contained in this report were based on the data ; available and the interpretation of such data as dictated by our experience and background. Hence, : our conclusions and recommendations are professional opinions; therefore, no other warranty is : offered or implied, I Accompanying! Illustrations and Appendices , Test Location Map, Plate 1 I Appendix A, Summary of Field Density and Laboratory Test Results \ ~ .' " , . . j. I Mr. Ted McCoy, Lot 321 of Tract 3883, Calle Fiesta, Temecula I Project No: 02041-1 Page: 2 Summary of Earthwork I General ~ Site grading was conducted during the month of August and September, 2002, by PDQ Heavy I Equipment of T emecula, Califomia, I Rough Grading I Areas to receive fill orto be processed were first stripped of vegetation that was disposed of properly : on the site or otherwise removed from the site. The ground to receive fill was scarified to a depth of , 12 inches, brought to near optimum moisture content and compacted to the minimum requirements : prior to the placement of fill. All areas of fill placement were prepared properly and are suitable for 'fill. Additionally, the entire pad area was over excavated 3 feet and replaced with compacted fill. : Fill was placed in 12-inch loose lifts, brought to a uniform near optimum moisture content and : compacted to a minimum of 90 percent relative compaction. This is relative to the maximum dry : density as determined in accordance with ASTM test designation D 1557-78. The cut side of the : pad area was over excavated such that a minimum of 3 feet of compacted fill exists beneath the : building area. : Grading was accomplished with the use of a D-4 size Dozer, Water was added when necessary I with the use of a hose drawing from a meter and water truck, Compaction was achieved by 'repeated passes of the heavy equipment over each lift of fill. IAt the toe of slopes, a keyway was excavated a minimum of 2 feet into competent earth materials. IAs the fill progressed up the slope, loose surface materials were benched and deleterious materials ;such as weeds and roots were removed from the soil that was later utilized for compacted fill. CONCLUSIONS AND RECOMMENDATIONS :CONCLUSIONS (1) Test results indicate that fill placed as a result of this grading, to the horizontal and vertical limits ,as indicated, has been compacted to at least 90 percent relative compaction. A total of 11 tests were :conducted and the results are tabulated atthe back of this report, The approximate locations of the lfield density tests are indicated on the Test Location Plan, Plate 1 , To the best of my knowledge, the ;grading within the area of responsibilities is in accordance with applicable provisions of the U.B.C. (2) Fill Materials consisted of onsite silty sands and imported silty sands. (3) Based on observation and dassification, the matrix soils on the pad area appear to have an 'expansion potential of low. W, C. HOBBS, CONSULTING ENGINEER Z-- ". . . ; ... I Mr. Ted McCoy, Lot 321 of Tract 3883, Calle Fiesta, Temecula I Project No: 02041-1 Page: 3 I (4) Groundwater was not encountered in any of the excavations during rough grading operations. I RECOMMENDATIONS The recommendations contained herein are contingent upon W. C. Hobbs being retained to provide I the following services in order to confirm design assumptions and review the field conditions of any : excavations. I Bearing Value and Footing Geometry , A safe allowable bearing value for foundations embedded into native ground or properly compacted ! fill is 1800 psf. This value may be increased at the rate of 100 psf per foot of depth and 100 psf per I foot of width over the minimums, but should not exceed 2000 psf. Continuous footings should have , a minimum width of 12 inches and depth of 18 inches and conform to the minimum criteria of the I UBC for single and or multistory construction for moderately expansive soils. The use of isolated : column footings is not discouraged, however, where utilized, should have a minimum embedment : of 18 inches below lowest soil grade. The minimum distance of the bottom offootings on the outside i edge and the native slope face is 8 feet. ! Settlement , The bearing value recommended above reflects a total settlement of 0.5" and a differential settlement : of 0.5" over a horizontal distance of 20 feet. Most of this settlement is expected to occur during : construction and as the loads are being applied. I Concrete Slabs , All concrete slabs on grade should be 4 inches thick. They should be underlain by 2 inches of sand : or gravel. Areas that are to be carpeted or tiled, or where the intrusion of moisture is objectionable, ! should be underlain by 6 mil visqueen properly protected from puncture with an additional 1 inch of ! sand over it. This arrangement of materials would result in a profile downward of concrete, 1 inch : of sand, 6 mil visqueen, 2 inches of sand and subgrade soil. Contractors should be advise that when : pouring during hot or windy weather conditions, they should provide large slabs with sufficiently deep , weakened plane joints to inhibit the development of irregular or unsightly cracks. Also, 4 inch thick : slabs should be jointed in panels not exceeding 12 feet in both directions to augment proper crack : direction and development. I Concrete : Concrete on this job may consist ofType II Portland cement. Type V cement will NOT be required. W, C. HOBBS, CONSULTING ENGINEER .3> '-. . . c . .. ,Mr. Ted McCoy, Lot 321 of Tract 3883, Calle Fiesta, Temecula :Project No: 02041-1 Page: 4 :Recommendations, continued :Reinforcememt :Continuous footings should be reinforced with a minimum of one number 4 steel bar placed at the top and one at the bottom. Slabs should be reinforced with a minimum of number 3 steel bars : placed atthe center of thickness at 16-inch centers both ways orwelded wire fabric equivalentto 6x6 '6/6 may be used. It is understood that the sectional values for the two schedules are different, and lis of no design concem. The steel bars have been proven to have a better performance history and !selection is up to the builder, Additional requirements may be imposed by the structural engineering :design. I Retaining Walls : Retaining walls should be designed to resist the active pressures summarized in the following table. The active pressure is normally calculated from the lowermost portion of the footing to the highest ; ground surface at the back ofthe wall. The active pressures indicated in the table are equivalent fluid : densities. Walls that are not free to rotate or that are braced at the top should use active pressures :that are 50% greater than those indicated in the table. RETAINING WALL DESIGN PRESSURES SloDeof adiacent qround Active Pressure Passive Pressure 2:1 38 pet 55 pet 255 pet 200 pet LEVEL 'These pressures are for retaining walls backfilled with noncohesive, granular materials and provided ,with drainage devices such as weep holes or subdrains to prevent the build-up of hydrostatic : pressures beyond the design values. It is imperative that all retaining wall backfills be compacted to ; aminimum of 90 percent relative compaction in orderto achieve their design strength, Failure to : provide proper drainage and minimum compaction may result in pressures against the wall that will : exceed the design values indicated above. Surface waters should be directed away from retaining , walli backfill areas so as not to intrude into the backfill materials. W. C. HOBBS, CONSULTING ENGINEER 't ... . . ... :'1' 'Mr. Ted McCoy, lot 321 of Tract 3883, Calle Fiesta, Temecula : Project No: 02041-1 Page: 5 I Recommendations, continued I Lateral Loads 'The bearing value of the soil may be increased by one third for short duration loading (wind, seismic). , Lateral loads may be resisted by passive forces developed along the sides of concrete footings or : by friction along the bottom of concrete footings. The value of the passive resistance for level ground , may be computed using an equivalent fluid density of255 pet for level ground. The total force should , not exceed 3000 pst. A coefficient of friction of .28 may be used for the horizontal soiVconcrete interface for resistance of lateral forces. Iffriction and passive forces are combined, then the passive ,values should be reduced by one third. I Fine Grading : Fine grading of areas outside of the residence should be accomplished such that positive drainage ; exists away fromall footings. Run-off should be conducted off the property in a non erosive manner : toward approved drainage devices at the street or the rear of the property per approved plans. I Construction It is advisable to have the foundation excavations observed by a soil engineer prior the placement ,of construction materials in them as consequential changes and differences may exist throughout : the fill and natural soils on the site. The ground left at the surface has very high erosion potential. It is strongly recommended that i erosion control measures be placed as soon as practical (in the rainy season) to minimize damage. 'The opportunity to be of service is appreciated. Should questions or comments arise pertaining to : this document, please contact the undersigned, in writing, for darification. : Respectfully Submitted, I W. C. HOBBS, CONSULTING ENGI : Distribution: Addressee (4) 'Attachments: Appendix A, Plate 1 W, C. HOBBS, CONSULTtNG ENGINEER c ...-\--.. . . ~ ~. APPENDIX A SUMMARY OF LABORATORY TEST RESULTS Curve Soil Maximum Optimum Letter Descriotion Density oet Moisture % A Silty, SAND fn to 127.2 10.1 med., Tan(SM) B Import - Silty, SAND fn to 124,7 11.6 med., Tan to Brown(SM) Maximum density and optimum moisture determined in accordance with test method ASTM D 1557-78. W, C. HOBBS, CONSULTING ENGINEER ~ '",> . . ". ,. Appendix A Summary of Field Density Tests Project No: 02041-1 Report dated September 9, 2002 Project for Mr. and Mrs, McCoy Test # Date Location Elevation Curve Max, locI) M,C,% Dens, (ocl) Como, % Remarks 1 Aug-02 PAD AREA 87 A 127,2 11,2 118.5 93 FILL 2 ' Aug-02 PAD AREA 89 A 127,2 9,6 119.5 94 FILL 3 ' Aug-02 PAD AREA 91 A 127,2 10,1 114,8 90 FILL 4 Sep-02 PAD AREA 93 A 127,2 10.4 121.4 95 FILL 5 . Sep-02 PAD AREA 94 A 127.2 11,7 117,6 92 FILL 6 Sep-02 PAD AREA 95 B 124.7 10,3 117,9 95 FILL 7 Sep-02 PAD AREA 96 B 124.7 11,8 119,1 96 FILL 8 Sep-02 PAD AREA 97 B 124,7 10.5 117,7 94 FILL 9 . Sep-02 PAD AREA 95 A 127,2 10.9 115.8 91 FILL 10 . Sep-02 PAD AREA 96 A 127,2 8,7 116.8 92 FILL 11 Sep-02 PAD AREA 97,Ofp A 127,2 11.1 121.4 95 FILL Field Density Tests were conducted in accordance with ASTM D 2937 and or 1556 fp Denotes finished pas test. 1 :~ "'"' r;fU' "ef'T e.~ 1fV'J.. ~..\... ~:i 0,- ,\1.. ~io l::= ~ :i -- -- . '" ;- --------- ~ ~.)l;I'MIN..)aI:' NQ1l:,. CQtooP,froG.' I MINlJrot.JM ...(95), ~ , 38,67' i~ l'cPY....- I/TOR' ~~' - 100.72' TO ///S%y', I I .AI ' I ,..,-- - - , ~" " <~I'f I j :~ /~-:.., I J. I- \ <':SO' 1./ t I 6>C;"?I, ! el'GJo", i \ "?O I . \ ~\ "/ \ ~ 1/ \ ' \ I . , I 2' \ ~.-~ ~,{ / ... \ ':11 'il. ' N-r POWER P0L(S ... \ :2 I ~ ON ,THIS P~efP(RTY ...'" I\. ...., \. ..... \ " ( .'- -.. __ --..t."'" ".... .... .......... ..... ..... \ " , I .,; , -_ Lu...... " .... ...... ..... ..... \ \" -y ~ ~...... __ 'J " ..... ..... ..... ..... \ \ \ \ 1..... _, ~...,.......... ..... ........... \ \ I 'I ....... I-_',--'~"', '...,.....,..... 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