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Home My WebLink AboutParcel Map 7913 Compaction Soils Test I I I I I I I I I I I I I I I I I I I DATUM GEOTECHNICAL CONSULTANTS, INC. III! 1ft! /k; I COMPACTION TEST REPORT FOR THE PROPOSED PRE-MANUFACTURED DWELLING UNIT AND GARAGE LOCATED AT 31850 CALLE SARA GOZA CITY OF TEMECULA, CALIFORNIA JOB NO. 2301-CI-03 JANUARY 17,2003 PREPARED FOR: MRS. SANDY FRINK 31850 CALLE SARA GOZA CITY OF TEMECULA, CA (909)461-0902 I RECEIVED . ~JAN 2 2 Z003 CITY OF TEMECUlA ENGINEERING DEPARTMENT 27304 NUEVO ROAD,PERRIS,CA 92571. (909)928-1991,FAX (909) 928-1991 \ I I I I I I I I I I I I I I I I I I I JOB NO.:2301-C1- 03 DATE:JANUARY 17 ,03 CLIENT: MRS. SANDY FRINK 31850 CALLE SARA GOZA TEMECULA, CALIFORNIA. SUBJECT: Compaction test report for the proposed pre- manufactured dwelling unit and garage located at 31850 Calle Sara Goza, City of Temecula, California. REFERENCES: 1) A plot plan for the subject site prepared by Sake Engineers, Inc. DEAR MRS. FRINK At your request, this office has provided grading observations and performed compaction and maximum density testing during the grading operations of the subject site. The grading operations consisted of overexcavations to depths of 3 feet below original existing grades in the proposed building and garage areas as discussed during our pre-construction meeting with project contractor and City of Temecula project inspectors. 1 of 5 z,. I I I I I I I I I I I I I I I I I I I PROPOSED DEVELOPMENT A pre-manufactured approximately 27'by 63' subject lot. single-family dwelling measuring and a car garage are proposed for the SCOPE OF WORK Our scope of work was to perform grading observation, compaction and maximum density testing during the grading operations of the subject project on part time basis. DATES OF OBSERVATION AND TESTING Grading observations, sampling and maximum density testing were performed on call basis and on part time basis during January 13,14 and 15, 2003. GRADING EQUIPMENT The grading work was performed using the following equipment: 1) 580 case backhoe 2) 450 H track wheel dozer 3) Water hose The above-mentioned grading equipment were used for excavating, over excavating, mixing, watering and to achieve the minimum required relative compaction. 2 of 5 2/ I I I I I I I I I I I I I I I I I I I GRADING AND FILL OPERATIONS A pre-construction meeting was held on January 7, 2003 on the job site with property owners, project contractor and City of Temecula inspectors and grading issues for the subject property were discussed. Property owners indicated that the property was graded 10 years ago and that there is no need for re-grading, however, no compaction test reports were available and property did not appear to have been graded as per the grading codes, slopes around the proposed dwelling were observed to be rough graded at an inclination of roughly 2:1 (horizontal to vertical) and did not appear to have been precisely graded therefore an agreement was reached to do minimum grading in the proposed building and garage areas prior to issuing a building permit. The proposed building area and the proposed garage area were overexcavated to a depth of 3 feet below original existing grade and the bottom foot was processed mixed with water and was recompacted to minimum relative density of 90% prior to backfilling. The overexcavation extended at least 5 feet around the proposed buildings perimeters. The backfill was placed in thin 8-inch lifts and was mixed with water and was compacted to minimum relative densities of 90%. The finished grade of dwelling and garage areas also indicated minimum relative densi ty of 90%. This office does not assume any responsibility for soils conditions below 3 feet depth measured from finished grades nor the stability of surrounding slopes or any area on the lot that was not a part of the grading work performed on the subject property. The overexcavated soils consisted of brown medium to coarse sands low to medium in relative densities and with low moisture content, therefore the bottom 12 inches of the overexcavation was processed, moisture conditioned and was recompacted to 90% prior to backfilling. Exterior footings for the proposed dwelling were excavated to a depth of 15 inches in width and 18 inches in depth and were observed to extend in competent backfill soils, and are proposed to be reinforced with one number 4 rebar at the top and one at the bottom of exterior footings. Proposed size and reinforcement of dwelling footings appears to be adequate based on the granular nature of the soils encountered during overexcavation and backfilling. The garage footings were not excavated and were not observed by this office at the time of this report preparation, therefore, we strongly recommend that garage footings be inspected by city inspector prior to reinforcing with steel or pouring of concrete. The upper 12 inches of proposed concrete drive way shall be scarified mixed with water and recompacted to a minimum of 90% relative compaction prior to concrete pouring. This office must be notified prior to grading of driveways otherwise will not be responsible for the subject work. No other areas other than the proposed building and garage areas were graded at this time and therefore, any proposed future buildings or driveways must be graded under the supervision of a geotechnical consultant. 3 OF 5 ~ I I I I I I I I I I I I I I I I I I I I FIELD DENSITY TESTING In-place density tests were performed in accordance with the sand cone method ASTM D 1556-64 (74) and or the nuclear gauge test method. The maximum density of the fill and backfill soils was determined in accordance with ASTM D 1557-91. CONCLUSIONS AND RECOMMENDATIONS . The proposed dwelling and garage areas were overexcavated to a minimum depth of 3 feet below original existing grade and the bottom 12 inches were scarified, mixed with water and was recompacted to a minimum of 90% relative compaction prior to backfilling. . The backfill soils consisted of Brown medium to coarse sands, which were placed in thin 8-inch lifts and were compacted to 90% relative compaction. . The finished grades of dwelling and garage areas indicated minimum relative compaction of 90%. . Other areas on the lot including surrounding slopes were not graded and therefore no other future structures shall be built anywhere else on the lot prior to proper grading of proposed future areas. . The proposed 15 inch wide, 18 inch deep perimeter footings proposed to be reinforced with one No. 4 rebar at the top and at the bottom of footings were observed to extend into competent backfill soils and appears to be adequate based on the types of soils encountered during grading. . The upper 12 inches of processed, mixed with water relative compaction prior to proposed driveways shall be and shall be compacted to 90% paving with concrete. . Should any of the above-mentioned recommendations not be requested or performed by a representative of this office, this office will not be responsible for the subject work. 4 of 5 -5 I I I I I I I I I I I I I I I I I I I CLOSURE Our findings and conclusions have accepted engineering practices. No implied nor made. been based on generally further warranties are This opportunity to be of service is appreciated; should you have any questions regarding this report, please contact this office. Respectfully, DATUM GEOTECHNICAL CONSULTANTS, INC. '!.SW\6 ,,~\\. L Ismail A. Hadi, P.E. Principal Engineer ./~~ . f\i'A :~~!!1(~, . .~.. Ii"". (~ '. \,- '0 "\~'. .....-l r (~\,' ~ ~ :2.\ , . 4'"'2'1 ,m, ...:: No. J't' ;Jl'l (i:. ~ Exp. 12! ;;/06 I:" "~~~~-<,~~'~ ~OF." \..:; =::-:.. \..r._ - Attachments: Appendix A: Maximum Density Test Results and Summary of Field Density Test Results. Appendix B: plot Plan 5 of 5 Cp I I I I I I I I I I I I II I I I I I I I I APPENDIX A MAXIMUM DENSITY AND SUMMARY OF FIELD DENSITY TEST RESULTS '\ II I I I I I I I I I I I I I I I I I I MAXIMUM DENSITY TEST RESULTS Soil Description Maximum Density Optimum Moisture Soil Type A) Brown medium to coarse sands 130.0 11.0 Maximum density and Optimum Moisture were determined in accordance with ASTM D 1557-78, Five layers, 25 Blows, 18"Drop with 10 Lbs. Hammer. A-1 <0 I I I I I I I I I I I I I I I I I I I SUMMARY OF FIELD DENSITY TESTS TEST TEST COMMENTS DRY DENSITY MOISTURE% NO DATE TEST LOCATION TYP AND R.C. TEST ELV FIELD MAX. FIELD OPT 1 01-13 Bottom of dwelling A -3' 119.6 130.0 10.6 11. 0 92 2 01-21 Bottom of dwelling A -3' 119.5 130.0 10.9 11. 0 92 3 01-21 Bottom of garage A -3' 120.8 130.0 11. 6 11.0 93 4 01-21 Bottom of garage A -3' 119.5 130.0 11. 3 11.0 92 5 01-21 Dwelling backfill A -1' 120.7 130.0 11.2 11.0 93 6 01-22 Dwelling backfill A -1' 120.8 130.0 11. 7 11.0 93 7 01-22 Garage backfill A -1' 119.5 130.0 11.1 11.0 92 8 01-23 Garage backfill A -1 ' 120.6 130.0 11. 0 11.0 93 9 01-23 Dwelling F.grade A F.G 122.3 130.0 11. 5 11.0 94 10 01-24 Dwelling F.grade A F.G 122.4 130.0 11. 5 11.0 94 11 01-24 Garage F.grade A F.G 119.7 130.0 11. 3 ll.O 92 12 01-25 Garage F.grade A F.G 120.8 130.0 11. 0 11.0 93 I Density tests were performed utilizing the sand cone method ASTM D 1556(74) Or the Nuclear Gauge Method. Maximum density and Optimum Moisture were Determined in accordance with ASTM D 1557-78, five layers, 25 Blows, 18" Drop with 10 Lbs. Hammer. <\ A-2 I I I I I I I I I I I I I I I I I I I I I APPENDIX B PLOT PLAN \0 ....... ,~. C1( ~~.- 51531 AilS N30 0l3L:l.:lO NOllV)Ol 'XOeJ ddl;f . 09:l 'V'l'o' <;um' I I 1:0/91/10 '6MP'd::Jd\ll^'J\~UU-,98<;Nr\spaloJd\)j8 spaloJd a~us\p."nJcI-a~os\JOlsq':',' ?