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Home My WebLink About; Skyline Drive; Compaction Report; 1987-07-08Mb ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92025-l 330 619/743-1214 - - - - - - - - - - - July 8, 1987 ENGINEERING DEPT. LIBRARY City of Carlsbad 2075 Las Palmas Dr,ive Mr. Arthur Miller Carls bad, CA 92009-48 59 Job #1222-87 - F.O. Box 8937 Ranch0 Santa Fe, CA 92067 Compaction Report for Rough Grading Condu ted # on Site Located at 3925 Skyline Drive, Carlsbad In accordance with your request, this report has been prepared to establish the degree of compaction of the compacted fill as tested by MV Engineering, Inc. between June 26, 1987 and July 1, 1987. Prior to grading operations the site in the immediate vicinity of the proposed pad was cleared of brush and vegetation. During grading, adequate keys were made into undisturbed natural ground and the fill was placed in six to eight inch lifts and compacted by means of a sheepsfoot roller and heavy construction equipment. A laboratory compaction test for each soil type was performed to determine the maximum dry density and optimum moisture in accordance with ASTM D-1557-78, Method A. Field density tests were performed in accordance with ASTM D-1556-64, sand-cone method. Moisture content was determined for each density sample. The results of these tests are shown on the attached sheets. All fill slopes are susceptible to erosion due to rainfall or undirected runoff and therefore should be protected by planting or other erosion control measures. Berms should be constructed along the top edges of all fill slopes. Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes. Footings placed within five feet of the top of fill slopes should be extended to a sufficient depth to provide a minimum horizontal distance of five feet from the bottom outside edge of the footing to the fill slope surface. - Mr. Arthur Miller Page 2 July 8, 1987 - - The owner/developer is responsible to insure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place, so that the drainage waters from the improved site and adjacent properties are directed away from the foundations. Proper drainage will insure that no waters will seek the level of the bearing soils under the foundations, which could result in undermining and differential settlement of the structures and improvements. Site preparation and grading was conducted in substantial conformance with our Preliminary Soil Report dated September 23, 1986. Foundation recommendations put forth in that report should be adhered to and are restated as follows. 1 - It is recommended that normal concrete wall footings be - - - used in accordance with Uniform Building Code design (i.e. 12 inches deep by 12 inches wide and 18 inches deep by 15 inches wide for one- and two-story structures respectively). 2 - Use two #4 reinforcing rods in the footings. Place one rod three inches from the top and the other rod three inches from the bottom of the footing. 3- Use four-inch nominal thick slabs. -. 4 - Use 6x6/10x10 welded wire mesh placed mid-height in all slabs. Use a minimum of four inches of clean sand under all slabs. - 5 - Use an allowable bearing capacity of 1500 psf for continuous and isolated footings. The attached drawing details the location of cuts, fills and locations of the density tests taken, and is applicable to the site at the time this report was prepared. - Should you have any questions or clarification be necessary, please feel free to contact this office at your convenience. Reference to our Job #1222-87 will help to expedite our response to your inquiries. - RCE- #25115 - RMV/tc - MV ENGINEERING, INC. l 2450 VINEYARD AVENUE, #102 l ESCONDIDO, CALIFORNIA 92025-l 330 l 6191743-l 214 - SOILS TESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS I I I I I I I I I I I I JOB NO. 1222-87 NAME Mr. Arthur Miller LOC. Skyline Drive, Carlsbad 1 I I I TEST RESULTS - Laboratory Compaction Soil Type 2 - Soil Type 3 - Soil Type 4 - Field Density Tests: Date Test Tests: red-brown clayey silty sand* Maximum Dry Density 125.5 Pcf Optimum Moisture 12.4 % red-brown silty sand - Import Maximum Dry Density 130.6 Pcf Optimum Moisture 9.5 8 tan silty sand & red-brown silty sand, mixture - Import Maximum Dry Density 130.2 Pcf Optimum Moisture 9.2 % *reference our Preliminary Soil Investigation dated September 23, 1986. Elev. Field Field Dry Lab Dry Rel,Comp. I 1987 No. -- 6/26 1 6/26 2 6/26 3 6/29 4 6/29 5 6/29 6 6/29 7 Location West Retaining Wall - Pool South Retaining Wall - Pool Building Pad South Retaining Wall - Bldg. West Retaining Wall - Pool South Retaining Wall - Pool South Retaining Wall - Pool Test Moist. Density 294 11.1 116.0 292 10.8 116.7 298 11.0 115.3 300 9.9 117.4 296FG 10.0 116.8 294 8.1 113.5 296FG 9.7 116.7 Density 125.5 125.5 125.5 125.5 125.5 125.5 125.5 8 of Max. Comments 92.4 l'rock. in bottom 93.0 91.9 93.5 l'rock in bottom 93.1 90.4 93.0 1 1 I I I I I I I I. 1 I I 1 I I I I 1 JOB MO. 1222-87 NAME Mr. Arthur Miller LOC. Skyline Drive, Carlsbad Field Density Tests: . . Field Dry Density 115.6 Rel.Comp. % ofMax. Comments 92.1 I 96.6 Elev. Field Test Moist. 294 9.8 Lab Dry Density 125.5 296FG 10.2 121.3 125.5 Date Test 1987 No. 6/29 8 6/29 9 6/29 10 6/29 11 6/29 12 6/29 13 6/29 14 6/29 15 6/29 16 6/29 17 6/29 18 Location Pool Pad Pool Pad Building Pad East Retaining Wall - Pool South Retaining Wall - Bldg. Building Pad Building Pad Building Pad South Retaining Wall - Bldg. Building Pad South Retaining Wall - Bldg. 300 9.8 115.5 117.0 125.5 125.5 92.0 93.2 296FG 9.9 302 10.1 117.0 125.5 93.2 302 10.0 116.5 125.5 92.8 304 12.0 124.1 130.6 95.0 306FG 11.5 121.8 130.2 93.5 304 9.8 123.0 130.6 94.2 308FG 9.9 121.5 130.2 93.3 306FG 10.2 118.5 130.2 91.0 125 120 115 110 105 100 Job No. 1222-87 Date: June 29. 1987 Jame : Mr. Arthur Miller -I Location: Skyline Drive, Carlsbad Sample No. 3 --w-- Hole No. --mm- lasslrication usus: 130.6pcf est Conduct 5 10 15 20 25 e: .ed by: D.W. Trial Sample + Wet Wt. Moist Wt. Dry Percent Dry NO. Mold Wt. Density Sample Sample Moisture Density . 1 14.48 lbs 133.5 pcf 100 gms 94.3 gms 6.0 $ 125.9 pcf 2 14.72 lbs 140.7 pcf 100 9's 92.2 ‘3ms 8.5 % 129.7 Pcf __ 3 14.77 lbs 142.2 pcf 100 gms 90.0 gms 11.1 % 128.Opcf lbs PCf urns ws % Pcf lbs Pcf gms gms % Pcf, Mold No.: 3 Volume: l/30 cu.ft. Weight:10-03 lbs. 1 I I I I I\1 Job No. 1222-87 I I I I AnI m- 1 - en la-.r\l 125 120 115 I I I 110 I I I I 105 1oc bate: June LY. ~YGI . R Job Name: Mr. Arthur Miller Location: Skyline Drive, Carlsbad ?++A brown silty sand - Mixture Classification Sample No. 4 m---m Hole No. w---m By: S.J.M. . Maximum Dry Densityz130.2 pcf . Percent Moisture Trial Sample + Wet Wt. Moist Wt. Dry Percent Dry No. Mold Wt. Density Sample Sample Moisture Density 1 1 1 14.43 lbs 132.0 Pcf 100 gms 94.0 gms 6.4 % 124.1 pcf I I I I I I 2 1 14.75 lb4 141.6 pcfl 100 g-1 91.8 W's1 8.9 %l130.0 pcf 7 14-75 lbs 1~1.6 PCf inn gmsQn7 gmsln7 % 17R 5' wf lbs PCf urns gms % Pcf lbs Pcf gms gms % Pcf I I Mold No.: 3 IVolume: l/30 cu.ft.(Weight: 1o.o3 1bs.l - M V-- ENGINEERING, INC. 2450 VINEYARD AVENUE, STE. 102 ESCONDIDO, CA 92025- 1330 - - - - -37 - - - - - -- v \LlNIITY AP- p(OT To &Ace iI F6.=308 I OWNER/DEVELOPER LEGAL LEGEND - MR. ih-HU~ MIL~~ 3925 -~WNE &w OlRLsgt+v,C~ f0~~ifi @ D&Nm-y -Esr m. Box 8937 - hwct+o <ANTA cc, 0. q2067 IV krpp