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Home My WebLink About; Hercules Site; Soils Report; 1970-08-07WDDDWARD - CLYDE 81 A!NJClATES COND”LTlNP sm. Arm FO”NDITlON ENOINEmIT AWD PEOLoalsn 346, uurb Otn* San Dluo August 7, 1970 CaIHwnl. 92110 Project NO. 69-116 614 22c2911 City of Carlsbad Building Inspection Department 1200 Elm Carlsbad, California 92008 Attention: Mr. Richard Osborne RECK 3 AUG I ) 3 CITY OF CARLSBAD Buildlng Department HERCULES SITE 2739 STATE STREET CARLSBAU, CALIFORNIA Attached is one (1) copy of the report of observation of fill construction and results of field density tests for the subject project dated July 9, 1970. LJL/jsk ' 1 cc . . WDDDWARD - CLYDE 81 ASSOCIATES CONSULTlNG SOL AND FO”NDATlON ENGlNEERS AND GEOLWlSTS 3.67 K"rl7. strml July 9, 1970 S." u.go Project No. 69-116 C.ll‘orni* 92110 (71,) 224.2911 San Diego Trust and Savings Bank P.O. Box 1871 (Trust Department) San Diego. California 92112 Attention: Mr. Jack Kelley HERCULES SITE 2739 STATE STREET CARLSBAD, CALIFORNIA In accordance with your request, we have provided soil engineering services in conjunction with the grading of the subject site. These services included the following: (1) Engineering observation of the grading operation. (2) Taking field density tests in the fill placed and compacted on the subject site. (3) Observing the excavation, replacement and recompaction of the existing fill and loose topsoil within the site. (4) Observing the placement of nonexpans~ive soil in the top 2 feet of rough lot grade. Site preparation, compaction and testing were done between June 12 and July 3, 1970 in accordance with the "Specifications for Controlled Fill" in our report entitled, "Soil Investigation for the Proposed Hercules Site, Carlsbad, California," dated February 10, 1969. As the site gradinq progressed, the compaction procedures were ob- served and field density tests were made to determine the relative compaction of the fill in place. Field observations and field den- sity test results indicate that the fill has been compacted to 90 percent or more of maximum ~laboratory density. The approximate locations of field density tests and the limits of compacted fill are shown on the attached Figure 1. The results of field density tests and of relative compaction, expresssed as a percent of maximum . , San Diego Trust & Savings Bank Project No. 69-116 Page 2 laboratory density, are given on the attached forms. laboratory tests to determine moisture-density relationships, maximum dry density, optimum moisture content, grain size distribution, plas- ticity characteristics and strength and swell characteristics were performed on representative samples of the material used for fill. The results of laboratory tests are given on the attached forms. Laboratory tests indicate that nonexpansive fill was placed within 2 feet of rough ~grade. It is our opinion that most structures which may be built on the sub- ject~ site can be adequately supported on conventional spread or con- tinuous footings. All footings should bear on firm undisturbed forma- tional material or properly compacted nonexpansive fill and should extend a minimum depth of 12 inches below the lowest adjacent finish grade. For preliminary design it is suggested that footings be de- signed for a soil bearing pressure of 3000 psf (dead plus live load). Higher bearing values may be realized on the underlying natural soils, if required. Additional studies should be made after the type and location of buildings are determined in order to provide the most suitable foundation design. The elevations of compaction tests shown as finished grade (FG) tests ~correspond to the elevations shown on the grading plans for Lot No. 2 of the Seaside Lands Map 1722 dated May 18, 1970 prepared by Don Nasland Engineering and Surveys, San Diego, California. This report covers the fill placed under our observation during the dates specified above. Additional fill placed after these dates, as well as the backfill in utility trenches located within 5 feet of a building and greater than 12 inches deep, or any trench 5,feet or more from a building and in excess of 5 feet in depth, should be com- pacted under the observation of this office and tested to assure com- pliance with the earthwork specifications of the project. This office should be contacted at least 24 hours prior to backfilling operations. Utility service trenches within 5 feet of a building. that are perpendicular to the building footings and are less than 12 inches wide and less than 3 feet deep are not subject to this recom- mendation. Structures that will not tolerate differential settlements (such as foundations, swimming pools, concrete decks, walls. etc.) should not be located within 5 feet of the top of a slope. Footings located closer than 5 feet from the top of a slope should be extended in depth until the outer bottom edge of the footing is 5 feet horizon- tally from the outside face of the slope. It should also be noted that due to an existing fence line, fill slopes were not rolled and the near surface soils on the slopes may be in a relatively loose condition. WOODWARD~CLYDE & ASSOCIATES c-ia# sod .Id Pmul&h'a Ellai*.-m md cIolMi*, San Diego Trust & Savings Bank Project No. 69-116 Page 3 The inspections and tests of compaction made during the period of our services on the subject site were in accordance with the local accep- table standards for this period. The conclusions or opinions drawn from the tests and site inspections apply only to ourwork with re- spect to grading and represent conditions at the date of our final inspection. We will accept'no responsibility for any subsequent changes made to the site by others or by uncontrolled action of water or by failure of others to properly repair damages.caused by uncontrolled action of water. EHP/JLH/LJLfim Attachments (5 San Diego Trust & Savings Bank (1 1 Carlsbad City Engineer (1) Carlsbad Building Inspection Dept. MW)DWARD-CLYDE & AS!iOClATES Cav.ll‘i”l sol4 ad hmddm E,,(li,wm l d cmdapist, . COMPACTION TEST RESULTS JO. Nlwr HERCULES SITE, CARLSBAD -10. N”YllER 69-116 DLTE~COYEDLD June 25 through July 3, 1970 D*TL "ITr.sr ""ZL 0, LOcAnDY DATL RCPORTED T-9-70 PA(iE 1 0, 1 YOlrnJW ,IILD LI.~".lo"" "lLAll"I m.~"ITION 50*1**1 ow*m om4sm co"wcrIo* or TL*T '+ rn", wt. PC, ?c, Y Q, LA.. DINS. JUNE 25 1 JUNE 26 2 JUNE 29 i JUNE 30 6" 7 JULY 1 8 9 :: 12 SEE FIGURE 1 32.0' 34.0' 36.0' 36.0' 37.0' 37.0' 37.0' 37.0' 37.0' FG 38.0' FG 38.0' FG 38.5' FG 38.5' FG 38.5' 12.3 119.2 9.3 115.5 11.1 114.2 11.1 115.5 i.7 113.8 10:5 106.8 109.5 12.3 113.5 1;*: 105.5 11:1 113.0 106.5 11.1 102.2 2; 112.0 106.5 127.0 94.0 127.0 91.0 127.0 90.0 127.0 91.0 117.0 97.2 117.0 91.1 117.0 93.6 117.0 97.2 117.0 90.4 117.0 96.5 117.0 91.3 117.0 87.5 117.0 95.5 117.0 91.0 WOODWARD - CLYDE & ASSOCIATES cavvhinp SC4 md Fovndnlia, Engineen md lk4”ei~ MECHANICAL ANALYSIS loo 3 II UI 040 ioo DIRECT SHEAR TEST DATA [l 12 I Dry Density, pcf 1114.31104.6) GO v I 26" Initial Water Content, % 9.4 10.9 Final Water Content. % 15.0 18.1 0 c dpparent tiesion. psf 620 240 zw 2s Apparent Friction Angle. ' 25 30 E 20 -Km loo IO 1.0 0.1 0.01 0.001 GRAIN SIZE IN HILLIMETERS COGGLESIG;A;E: ICI zNp f /SILT 6 CLAY I i i i;i KO PLASTICITY CHARACTERISTICS 1 2 Liquid Limit, $ 28 Plasticity Index. % 12 NP Classification by Unified Soil Classification System SM SM NP = Non Plastic SPECIFIC GRAVITY ZERO AIR VOIDS CURVES LABORATORY c(EpACTIoN TEST FILL SUITABILITY TESTS LABORATORY WUPACTION ~ESTMEIMOD:ASTM nl557-f14T HERCULES SITE, CARLSBAD WOOaJAR *CLYDE & ASSOCIATES CONSULTING SOIL ENGINEERS AND GEOLDGISTS SAN DIEGO. CALIFORNIA DR. By: ALS ISCALE: CR'D BT: w IoATE: 7-9-;0 IPRDJ. NO:@&],6 IPaqe 1 of 1 STATE STREET ; LY, Existing Building. Property Li LE6END: ---------------- _____ -. -- ~------->==l= =I = -- -- ;-‘z<-y; l IO 7- l II l 6 5' 1 I ‘2 0.13 I i .8 I IS* .9 .I l 3 I f f I i 1 I I L I I . Indicates approximte location of test. r -1 Indicates ap roximta limits t-J of tested fi!l. FIELD DENSITY TEST LOCATIONS HERCULES SITE -*CLYDE a ASSOCIATES _..._~~~ CQISULTINO SOIL-&lllEERS AND OEOLOOISTS ?I PIEM). CALIFORNIA DR. BY: ALS 2CILEI , “Z20’ (PRO& No: 69-116 eyvf pI: e !wEr 7-9-70 ~FICURE no: I