The URL can be used to link to this page

Home My WebLink AboutTract Map 3929 Lot 219 Grading & Compaction I I GRADING AND COMPACTION CONTROL LOT 219, TRACT 3929 I MEADOWVIEW AREA, RANCHO CALIFORNIA RIVERSIDE COUNTY, CALIFORNIA I Project No. 7S3WRC-223 I January 10, 1989 I I (1.9 ~;i ~ I t-"" ~ I I ..; z. I rn r.J ROAD ~ I I I Prepared for: Mr. Dale Jaegar I 1159 Evanwood West Covina, California 91790 I I Prepared by: CALIFORNIA GEO TEK, INCORPORATED I I 42030 Avenida Alvarado, Suite A Rancho California, California 92390 I (714) 676-2782 I \ I I I I I I I I I I I I I I I I I I I d\ : CALIFORNIA GEO TEK, INC. 42030 Avenida Alvarado, Suite A . Rancho California, CA 92390 . (714) 676-2782 January 10, 1989 Project No. 7S3WRC-223 INTRODUCTION The compacted fill on the subject lot has been tested for compliance with applicable County specifications. The work was authorized by Mr. Dale Jaeger and included: (1) inspecting the clearing and stripping, (2) inspecting the necessary keyway, (3) inspecting and testing the compacted fill, and (4) preparing this report presenting the findings, conclusions and recommendations. Plate 1 - Test Location Plan (20-scale) Appendix A - Maximum Density Curve Z-- I I I I I I I I I I I I I I I I I I I 7S3WRC-223 Page 2 FINDINGS Prooosed Develooment A single family residence and barn are proposed for construction. Site Conditions The 1.3 acre parcel is located on the southwesterly side of La Sierra Road, south of Los Nogales Road. The pad is constructed in the northerly portion of the lot on the top of a knoll. The area to the east of the pad is sloping to the east at an approximate gradient of 15 percent. To the south of the pad, slopes are approximately 20 percent descending to the south. The slopes were covered with annual grasses. Gradinq The reference for grading was a grading plan prepared by Mr. Gary Bronson (San Bernardino). The earthwork was performed by Dan Naron (Temecula) from December 20 through December 27, 1988. The equipment used was a Caterpillar D8K dozer. The native grasses were removed to the lower portions of the lot and were not used in the fill materials. A keyway, 14 feet wide and dipping into the natural slope at 2 percent, was excavated along the toe of the fill slope and a second keyway was excavated along the fill slope when the barn pad was created. The fill materials were obtained from the cut area of the pad. The soils are silty sands and were placed in lifts of 6 to 8 inches in uncompacted thickness, and compacted. The natural moisture was sufficient to attain compaction. The maximum fill height is approximately 13 feet, with a maximum cut depth of approximately 5 feet in the residential pad area, and a maximum cut height of 4 feet from the barn pad to the house pad. Grading changed from the grading plan in that a second pad (barn pad) was placed approximately 4 feet lower and to the east of the residential pad. The grading for this pad created a fill slope approximately 13 feet in height and a 4 feet cut in height. All excess fill material was placed to the east of the barn pad and spread to a depth of less than 12 feet. The driveway approach was also shifted to the south by approximately 10 feet. These changes should be noted by the Engineer of Record. Erosion Control In the event of adverse weather conditions, prior to residential construction, measures should be taken to minimize erosion damage. Should damage occur (i.e. gullies, washed out slope, erosion scars, etc.) please contact this firm, or a Registered Geotechnical Engineer, to inspect and recommend corrective measures towards mitigating any problems. 3 I I I I I I I I I I I I I I I I I I I 7S3WRC-223 Page 3 Comoaction Testinq The tests were performed in accordance with ASTM D1556-82 (Sand Cone Test Method) and ASTM D2937-83 (Drive Cylinder Test Method) with the maximum density determined in accordance with ASTM DI557-78. The test locations are shown on Plate 1 and the results are summarized below: Test Deoth1/ Drv Densitv. ocf Moisture. % Relative ~ Field Max Field Oot Comoaction. % 12/ 8.0 BFG 104.6 130.0 7.1 9.0 80 23/ 8.0 BFG 126.5 130.0 9.4 9.0 97 3 2.0 BFG 119.1 130.0 7.1 9.0 92 44/ 6.0 BFG 119.8 130.0 7.0 9.0 92 54/ 4.0 BFG 125.2 130.0 7.0 9.0 96 6 0.6 BFG 120.8 . 130.0 8.0 9.0 93 1/ BFG - Below finish grade to center of test, feet 2/ Natural ground, test in the bottom of the keyway- Test voided by second keyway excavation 3/ Keyway backfill test 4/ Drive Cylinder Test Method (ASTM 2937-83) t I I I I I I I I I I I I I I I I I I I 7S3WRC-223 Page 4 CONCLUSIONS AND RECOMMENDATIONS Conclusions 1. The site was properly stripped prior to the precompaction and fill placement. 2. A keyway, 14 feet wide and dipping into the natural slope at 2 percent, was excavated along the toe of the fill slope. A second keyway was excavated along the fill slope when the barn pad was created. 3. The vegetation was removed from the fill area and was not used in the fill. 4. The fill has been compacted to a minimum relative compaction of 90 percent based on ASTM D1557-78 (unweighted average = 94.1 percent). 5. The maximum fill height is approximately 13 feet in vertical dimension. 6. The maximum cut depth is approximately 5 feet in vertical dimension. 7. The barn pad is a transition pad (i.e., cut and fill beneath the proposed building) . 8. The residential pad is all cut. 9. A total of 5 quality assurance tests were performed: 3 by the Sand Cone Method (60 percent) and 2 by the Drive Cylinder Method (40 percent). 10. Grading changes performed in the field not shown on the Grading Plan include: (1) a barn pad placed to the east of the residential pad and approximately 4 feet lower in elevation, and (2) the driveway was realined by approximately 4 feet to the south. 11. All excess material was placed in a spoil area east of the barn pad to a depth not exceeding 12 inches in vertical dimension. :5 I I I I I I I I I I I I I I I I I I I 7S3WRC-223 Page 5 Recommendations 1. All footings for single story construction shall be a minimum of 12 inches in width and 12 inches in depth, measured below the lowest adjacent compacted or firm grade. For two-story construction, the footings shall be 15 inches in width and 18 inches in depth. 2. All footings shall incorporate a minimum of one No.4 bar running continuously through the footings. The bars shall be lapped a minimum of 30 bar diameters and shall be placed approximately 3 inches from the bottom. 3. Slab-on-grade concrete construction should be 4 inches nominal thickness (3 1/2 inches minimum thickness) and should incorporate 6 x 6 No. 10/No. 10 WWF or No.3 rebar placed 30 inches on center. All steel shall be properly tied and placed on 11/2 inch blocks. "Pulling" of the mesh during placement of the concrete shall not be permitted. 4. Where moisture sensitive floor coverings are proposed, a moisture barrier, such as 6 mil Visqueen should be used. This membrane should be protected with a minimum of one inch of sand placed above and below. Respectfully submitted, cl"'eG-~ A. Bruce R. Lee, P. E. GE 509 NGLljl Distribution: Addressee (4) ~ ~ :J> -:;/:;; .. ~ - '<:::> \(., \' \ \ \ 1'1 \ ~...\ . \ \ \/\ \- ~" IS - '\ ~ ~ -- iil ~ I'T z:. j ~ r ~ '- - LA :l/E~ ~A KDAD ---- - C)NIDIl'2l9 ~9 llDln1'jjt Ql'ln \ ~ Il' 1'\ \~ \ ~ -t-- ~ \ ~ ~ I I I I . ~ z o -I 111 "llh-l f'il>::r: )loiQ- l5:-<1J> i::3;:'J . ;>;J ~01~ ~;;u:: o~ :;:.z:", IJ' il~~ In <:J r'lj;'c <:J>f' u.~~ ~~Jl "~Ei 1"'I~3: :I:~A:> >>~ll' Lfl-.2. ~ r: ~ of',Z: -l::r:G' fT1::D~ "l~~ [)"l'11z: -<:L/I "<l .....E~ m~ ~f;i 'lJ (}l ~ -., rr1 (f) -., r o () )> -., o Z \J r )> ~" -'P 2.0 .N~ ~e, :<0- O..~ n~ :::0 ."'z "'0- :;. 1> i.~ "'r- u. ;< fT1 ":0 .... ." -i .!'", ..'" .C. N_ ....- ."Z O.r'J " ::tl o c... ", o -i Z o 2!'; C::::., I"'1N (0- !:!!_.il \;J-I ('T1~ r>j!: 0., c:: ZLI> .,...D .-<: ~ r-.-;;q J>>> C z: 'I"'" D :z: i'lp r....... 'Pf? ~ ;;Q ~ ." " .l..lI .... l: ~ l' . ~ t'l tI' ~~ z:-i C", ;>>" ;>0 .-< .... ell ..JI " r :to -i ", - 1 :. I 1 1 1 1 1 1 1 1 1 1 1 I . . 1 . .1 <t- 120 0 0. I >- 115 r- H C/) Z W 110 C >- a: c 105 140 1\ LOCATION _______________ I BORING/TRENCH No. ------ BORING/TRENCH DEPTH ____ I SOIL CLASS. SH ------------ ~ \ ASTM D 1557 METHOD ____f!. 1\ II \~ I \\ MAXIMUM DENSITY 13D.0 -------- \ OPTIMUM MOISTURE ____~~~ 1\ \ 1\ \ \ 1\ 1\ 1\ 1\ \ \ 1\ \ 1\ \ \ 2.50 ..... 2.60 I--- V .><; 2.70 '\ '\ ZERO AIR OIDS CURVE 135 130 125 pcf % 100 95 90 0 5 10 15 20 25 30 35 MOISTURE CONTENT (% OF DRY WEIGHT) MAX DENSITY CURVE PROJECT No. DATE 7S3WRC-223 Jaeger January 1989 A i ro