The URL can be used to link to this page

Home My WebLink AboutTract Map 3552 Lot 93 Field Density Testing 355~ Lot-C/3 Ear h . I RECEIVED ec~nlcs { OCT 28 2003 ~ CITY OF TEMECUlA !.....ENGINEEAING DEPARTMENT ~ REPORT OF OBSERVATION AND AELD DENSITY TESTING ROUGH & FINE GRADING Single Family Residential Development 2.04+ j- Acres, APN 922-140-014 NEC Cabrillo Avenue & John Warner Road, Temecula Riverside County, California . PROJECT NO. 23790-01 October 22, 2003 Prepared For: Charles & Christina Gunderson 43925 EI Lucero Place Temecula, California 92592-2678 \ Earth Technics P.O. Box 891989, Temecula, California 92589 (909) 699-5451 FAX (909) 767-1193 October 22, 2003 Project No. 23790-01 Charles & Christina Gunderson 43925 EI Lucero Place Temecula, California 92592-2678 SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH & FINE GRADING Single Family Residential Development APN 927-430-010 Cabrillo Avenue, Temecula Riverside County, California Reference: "Preliminary Geotechnical Investigation, NEC Cabrillo Avenue & John Warner Road, APN 927-430- 010, Temecula, Riverside County, California", Report Dated July 19, 2002, by Earth Technics, Proj. No. 22348-01 1.0 INTRODUCTION This report presents the results of our observation and testing performed during construction and grading for the single-family residential development, attached garage and appurtenances. Grading was performed at the NWC of Cabril10 Avenue and John Warner Road, both improved paved roads in the City of Temecula, Riverside County. The results of our Field Density Tests obtained during grading are tabulated in Table I, Results of Compaction Tests. The approximate locations of the tests are shown on the Plot Plan, Plate 1. The 20-scale Grading Plan was prepared by LCF Surveying, Temecula, dated June, 2002, and was used to plot our data and guide the grading, along with field staking. 1.1 Pro;ect Description The proposed development consisted of constructing the house pad and barn pad with cut grading. Driveway access was provided from both Cabrillo Avenue for the main house, and John Warner Road for the barn and tack room. Cuts to a maximum of 14 feet on the north side of the lot were extended to the south and daylighted at 3 feet above street grades for Cabrillo Avenue Both the main house and barn was overexcavated to a depth of 4 feet to a distance of 8 feet outside the building foundation. 1.2 Purpose of Gradinq The purpose of the grading was to prepare a building pad for the 1 & 2-story residential house, attached garage secondary barn pad, and to provide driveway access to the pads from Cabrillo Avenue and John Warner Road. ~ .~/" d'VlI\I X3CNI " B!UJOI!I~ 04:lUBl::! ,("'"'' I ,,~~ ~ ,", . . ."'"~"''= "JI' i, '('" I o 000e!: laal I 0001> N 31\fOS VIN~OjI1VJ 'V10J3W31 SOVO~ ~3N~VH NHor 'iI OllI~8VJ JMN 17IO-OPh~Z6 NdV 'S3~JV -/+ 170'Z jO dVW X30NI -(;- c;, :3:nmos 'ovob 'NIW ~L 'S'8'S'O (5L61 ~d) 8961 VlnJ3W31 23540-01 Page 3 2.0 GRADING PROCEDURES 2.1 Gradinq Procedures The entire pad consisted of cuts to a maximum of 14 feet at finished face inclinations of 2:1 (horizontal to vertical). After the final pad grades were achieved, the area of the main house and garage were overexcavated to remove any remaining loose soils to a minimum depth of 4 feet, to a minimum distance of 8 feet outside the building foundation line. The overexcavation exposed the dense underlying sedimentary bedrock and achieved a minimum of 90% relative compaction, as determined by density testing. The overexcavated fill materials were brought to near optimum moisture utilizing a 1.5-inch fire hose when necessary, and compacted with a combination of Caterpillar 966 front-end rubber tired loader, 824 track backhoe, and Michigan 448 loader. The grading contractor was Wolfe Construction, Temecula. 3,0 TESTING 3.1 Field Densitv Testinq Field density testing was performed in accordance with ASTM D1556-91 (Sand Cone Method). The elevations and the results of the field density tests are presented in Table I of this report. The approximate location of the tests are shown on the Grading Plan, Plate 1. 3.2 Maximum Densitv Determinations Maximum density/optimum moisture determinations were made from representative samples of on-site soils used in the fill operations. The tests were performed in accordance with ASTM D 1557-00 which consist of compacting 5 equal layers of soil in a 1/30 cubic foot volume mold with 25 blows of a 10 pound hammer falling 18 inches. The results of the Maximum density/optimum determination are presented herein as Table II, Laboratory Test Results. ~ 23790-01 Page 4 3.3 Expansion Testinq A finished grade sample was obtained and tested for expansion utilizing the U.B.C. 29-2 method. The test yielded an expansion index (E.I.) of 12 which is very low per UBC Table 18-1-B. 3.4 Sulfate Testinq A finished grade sample was obtained and tested for water soluable sulfate. The results were 49ppm indicating normal Type II - 2500 psi concrete may be used for foundations and slabs. 3.5 Settlement Based on the grading performed, the compaction and soil strength values, total settlement would be less than 3/4 inch with less than 1/4 inch differential settlement between footings of similar size construction and loads over a horizontal distance of 50 feet. 3.6 Foundation Recommendations The footings will be founded entirely within dense very low expansion engineered fill. Accordingly, and in compliance with the referenced report, the structures may utilize continuous or isolated pier footings with an allowable maximum bearing capacity of 1500 psf. All exterior footings should be founded a minimum of 12 inches for 1-story and 18 inches for 2-story buildings from nearest adjacent grades. This value may be increased by one-third for short term wind and seismic loading conditions. The foundation should have a minimum of one No. 4 bar top and bottom, for a total of 2 bars as reinforcement. The slab may utilize 6 x 6 - 6/6 welded wire fabric as reinforcement. A moisture barrier should consist of a 10-mil polyethylene vapor barrier sandwiched between a 1-inch layer of sand top and bottom to prevent puncture of the barrier and enhance curing of the concrete. 5 23790-01 Page 5 4,0 SUMMARY Our description of grading and backfill operations, as well as observations and testing services, were limited to those grading operations performed between September 15 and October 21, 2003. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. To the best of our knowledge, the work preformed in the areas denoted, has been accomplished in accordance with the recommendations of the referenced report, U.B.C. Appendix Chapter 33, the City of Temecula Grading Code, and the requirements of the regulating agencies and is acceptable for its intended purpose. The cut slopes are stable as constructed. The cut slopes are composed of sedimentary bedrock, and are stable as constructed. No conclusions or warranties are made for areas not tested or observed. This report should be considered subject to review by the controlling authorities. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. ~ 23790-01 Page 6 Respectfully Submitted, erling Geotechnical Services Index Plate Table Table Testing Distribution: Addressee (3) '\ ~ '~ ~' -I 01 Z, @ C m Z en ~ -l m en -l r- o C) > -l o Z r~~ : I /..-- " I! ~ . , --' , '. ------ f --- ., . j I> . ._--,,~-- - I ' ; "-- ,:.,'. '- I- .~ ,.. " r , , ; / i , .. ". . ~J .. .." , > ..=-.<-===-' , / I ,- ,"':~ t--.-:;. -~. . ~~.;. ...: -~~ ~ '. "-'-"___ ':::~;:t. - .... --' , \. , > -- -- I --_. .. .I ~ ~ ] . , ~ '\ "r' ! \ , I , , ' : 'I i :,1 il "',\ : ) ~ ~ \'~ '--+1 .0--"- --:=:.. ,- / ...... ~ . / / " , I ... ,~i, f..:.::..=--. ~ i I, i ii~, ~ . I ; :...- ---, .................... ! ",,- ! -- ~ ":.t'o.' of:" . ~ I \ \ . ~ ( ,~ , " -\ \ " ,......,: ~ ~ c:Jt a \ '- t \ "" " . ..z:.' /' f< > . , ,......'~, ! , ;, . , , -_.~ "\11, ' -"':"--'~I'-'..6f- --:-: ,'W 1.1. \ .---- -,' ..... ! , / I i , ! , ~, -- -i~. ~JI ~ Ii I' .. _ ~" ." '- "...,' '.' - , < 0" . I , , " ' , , , , I ; \ ' , () , i .:b. I i \. 'R i : _ ~:..:c:<::_-= ,<'o~ __ ~' i' I, '-. '_",..._. ..~". _._' " ' . I" ,._. _ '''-::.._..''_ i ' l ~,.,'" , .., -~ \ -.- ' r<;~ .i :(~; \ rr~ '--, ., V' " , 'I ' ~. "-:' \ i ' , . ~ \ ' ., I , . 'I , , '\ ,1:"1, I ~ ' ' '['-, \ -, f""\, I., I' \0' I :~I' I '\ .@, I '~" , I ~ I "10 \ \ . " \ .,,' : '0. . o!\ I I I _" , " \ ~' ,I' I '0- ""_',=. ..__ \\' ., ", ,.\L-------l -, ---- \'\ -" " " 0 . '. .. .. \~,:.\~ \ If:!. iM,; ! II - '~=-'''"''"''~ ", 4 ~ _'_ :L~. ' \ .. 0 __ _. , _ ' \ \ }';"--~"'< . ;;I., . '_" _ ' " "",- :~ \---- . \\\\\" \ ~tt'\'~ \ (j1' o , " ,,', ~ (Y' - - ~ ~ a> '" @ e ., ~ . - " .. ~. TABLE I Eatdtnll ;. RESULTS OF COMPACTION TESTS JOB NO, 23790-01 NAME: Gunderson DATE: 10/22/03 ." TEST DATE DEPfH MOISTURE UNIT DRY RELATIVE SOIL DESCRIPTION NO CONTENT DENSITY COMPACTION TYPE (%) (PCF) (%) 1 10/08/03 1036 9.5 125.9 97.5 A OVER-EX WEST HOUSE PAD 2 10/08/03 1037 8.4 120.6 93.5 A OVER-EX EAST HOUSE PAD 3 10/09/03 1040 8.5 119.4 92.6 A PAD FINISH WEST 4 10/1 0/03 1039 9.2 119.8 92.9 A PAD FILL EAST 5 10/13/03 1040 8.6 123.1 95.4 A PAD FINISH 6 10/13/03 1037 9.1 124.6 96.6 A BARN PAD OVER-EX 7 10/21/03 1040 8.7 123.5 95.7 A BARN PAD FINISH q ../.... TABLE II ';j;,!'!CI LABORATORY TEST RESULTS JOB NO, 23790-01 NAME: Gunderson DATE: 10/22/03 SOIL TYPE CLASSIFICATION MAXIMUM OPTIMUM DENSITY (PFC) MOISTURE (%) A ON-SITE YELLOW BROWN SILTY FINE 129.0 10.2 SAND WITH MINOR FINE GRAVEL yo