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Home My WebLink AboutCT 72-24; Spanish Village; Soils Report; 1969-02-04- - - - - - - - - .- .- - -~ - - - $$yiip I- L..“. :; l...~,7 i li SO”THEclN CALIFoRNln TESTING LnBnnTTavv INCOFlPDrlATED 6280 Rl”E”mALE ST. SAN OIEGO. CaLIF. 82120 . TELE 283.6134 . P. 0. BOX 20133 ShN OIEOD. CALIF. 82120 73-038 HIGHWAY 111 PnLM DESERT. CALIF. 82260 . TELE 506-1078 February 4, 1969 Bee Cee Company 3095 State Street Carlsbad, California 92008 Job NO. 9-15 SUBJECT: Soils Investigation for Spanish Village Subdivision, Map No. 5073, Spanish Way, Carlsbad, California. Gentlemen: In accordance with the request of Ranch0 Santa Fe Engineering, we have performed a soils investigation of the conditions at the above site. We are transmitting herewith a report of this in- vestigation. The analysis of our findings is intended to provide the allowable soil bearing pressure for continuous and square footings. In general, we found that the entire site is covered with from 2' to 3' of loose colluvial soils and we recommend that this material be re- compacted in accordance with the attached Grading Specifications. If you have any questions ;after reviewing our report, please do not hesitate to contact this office. This opportunity to be,of service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA TESTING LAB., INC. TVL/am Reviewed by: cc: (2) Submitted (6) Ranch0 Santa Fe Engineering . .., I ,.. s (~, ,. ,: ,, .‘: - ~- - - - - - .- - - - - - INSPECTION . TESTING * RESEARCH * DEVELO?MENT 6280 Riverdale St. l San Diego,CaIifornia 92120 a Phone 283-6134 REPORT OF SOILS INVESTIGATIOI~ FOR PROPOSED SPANISH VILLAGE SUBDIVISION SPANISH WAY, CARLSBAD, CALIFORNIA SCOPE: This report presents the results of our soils investigation for the pro- posed Spanish Village Subdivision, Spanish Way, Carlsbad, California. It is our understanding that twelve (12) residential lots are planned for the site. It is further understood that a one or two-story dwelling is to be constructed on each lot. A Plot Plan is presented on attached Figure No. 1. The soils investigation was undertaken to: 1. Determine the physical characteristics of the pre~vailing soils. 1 2. Determine the supporting capacities and settlement charscter- istics of the soils. 3. Provide design information regarding site preparation and founda- tions. 4. Determine potential construction difficulties and provide re- commendations concerning these difficulties. SUMMARY: For your convenience, the following summary ,of our findings and conclusions are presented at this time. - - - - .- .- - - - - .- .-. Soils Investigation for Spanish Village Subdivision, Map No. 5073, Spanish Way, Carlsbad, California. Job No. 9-15 February 4, 1969. Page (2) 1. The site is situated on uniformly sloping cultivated ground which is inclined from 5% to 10% westward. The site is on the west-facing slope of a north-south trending elongate hill. Natural drainage is also toward the west. In general, the entire site is underlain with a loose to dense non-expansive silty fine sand. Laboratory tests on the loose colluvial soils indicate excessive settlement characteristics. 2. Due to the conditions described above, it is recommended that the top two to three feet of loose colluvial,soils be recompacted to a minimum of 90% in accordance with the attached Grading Specifications prior to receiving any fill. 3. The allowable bearing pressures for the indicated soil conditions is expressed by the following formulas for continuous and square footings: Soil Condition I: Silty Fine Sand Compacted to 90%. Continuous Footings.....q = 0.52 + 0.60 x D + 0.29 x B Square Footings.........q = 0.67 + 0.60 x D + 0.23 x B Where q = Allowable soil bearing pressure as limited by shear in kips per square foot for full live and dead loads. D = Footing depth below adjacent grade in feet. B = Footing width in feet. The above allowable stresses may be increased by l/3 for wind and/or seismic loading, and should be decreased by l/4 for dead load only. . . It is recommended that conventional spread footings be founded a minimum of 12 inches below adjacent finish grade and have a minimum width of 12 inches for continuous footings and a mini- mum width of 12 inches for square footings. The allowable bear- ing pressures in kips per square foot for full live and dead loads for minimum size footings are as follows: Soil Condition I Continuous Footings 1.41 Square Footings 1.50 The allowable bearing pressures for other size footings may be computed from the above formulas. However, the bearing pressures so computed should be limited to 3.00 kips per square foot for Soil Condition I. - - ,- ,- - ,~- .- ,- - - - - - - - - .- ..~ Soils Investigation for Spanish Village Subdivision, Map No. 5073, Spanish Way, Carlsbad, California. Job No. 9-15 February 4, 1969. Page (3) 4. 5. 6. 7. Adjacent footings founded at different bearing levels should be SO located that the slope from bearing level to bearing level be flatter than one horizontal to one vertical. Expansive characteristics of the soils described in 1 above will not require special consideration and/or design so that struc- tural damage is not likely to occur. Estimated settlements - Differential and/or excessive settlement will not occur if the recommendations of this report are adhered to. slope Stability - Any proposed slopes will be stable with rela- tion to deep seated failure if constructed at or flatter than -the following recommended slope ratios expressed in horizontal to vertical units for the indicated heights: Cut Slopes to 10 feet in height 1.5 : 1.0 Fill Slopes to 10 feet in height 1.75: 1.0 Earthwork and qradinq contemplated for the site preparation should be accomplished in accordance with the attached Recommend- ed Grading Specifications. Structural backfill should be com- pacted to 90%. FIEID EXPLORATION: Four subsurface explorations were made at the locations indicated on the attached Figure No. 1 on January 22, 1969. These explorations consisted of borings drilled by means of"a rotary-bucket type drill rig. The explora- tions were conducted by an independent contractor working under &e direct supervision of our engineering geologist. Logs of the explorations were recorded at the time of the drilling and are presented on the attached Figure Nos. 2 through 5, inclusive. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart. In addition a verbal textural description including color, apparent moisture, and density or consistency are given on the logs. Soil densities for granular soils are - Soils Investigation 'for Spanish Village Subdivision, Map No. 5073, - Spanish Way, Carlsbad, California. Job No. 9-15 February 4, 1969. Page (4) given as very loose, loose, medium dense, dense or very dense. Con- ,- sistency of cohesive soils are given as very soft, soft, medium stiff, - stiff, very stiff and hard. - Representative core samples were obtained by means of a split tube sam- - pler driven into the soil by means of the "kelly bar" of the drill rig. The energy required to drive the sampler 12 inches is indicated on the - boring logs as the "penetration resistance". The core samples obtained .- as described were carefully removed, sealed, and returned to the labora- tory for testing. - LABORATORY TESTS: - Laboratory tests were performed in accordance with generally accepted - American Society for Testing and Materials (A.S.T.M.) test methods. Tests were performed on representative samples in order to determine their natural - density and moisture content. The results of these tests are presented on - the attached boring logs. In addition, the gradation, plasticity proper- ties, maximum densities, expansion characteristics, angles of internal .- friction and cohesion were determined for typical and representative sam- - ples. These results are presented in tabular form on attached Figure Nos. 6 and 7. Consolidation tests were performed on three samples. The re- - sults of the consolidation tests are presented in the form of curves on - the attached Figure No. 8. - GEOLOGY: The entire site is underlain by Quaternary Pleistocene marine terrace de- posits consiting of medium dense massive light reddish brown silty fine- - - .- Soils Investigation for Spanish Village Subdivision, Map No. 5073, Spanish Way, Carlsbad, California. Job No. 9-15 February 4, 1969. - Page (5) - grained sandstone. - This formation appears to be a part of the so-called "beach ridge" structures which comprise a series of elongate low hills and valleys parallel to the coastline. - - - - - - - - .- . . - - .~ ~.,i~--- --I_ SCALE I” = 100’ @ TEST BORING L OCA T/ON CHES TNLJT MANOR TRACT 239 ----c- Q f - - cHE.5 TNU T AVENUE LABORATORY, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 714-283.6134 PLOT PLAN BORING NO 1 Descrien Dark Brown, Wet, Very Loose SILTY FINE SAND xight Brown, Wet, Loose, SILTY FINE S.4ND - Reddish Brown, Moist, Dense, Par- tially Cemented SILTY FINE SAND (Terrace Deposit) SOUTHERN CALIFORNIA TESTING LABORATORY, INC. 6280 RIVERDALE STREET SAN DIEGO. CALIFORNIA 92120 Spanish Village Subdivision Carlsbad, California BORING LOG NO. 1 BORING NO 2 E Y M S Broxn, Wet, Very Loose, SILTY Very Loose, FINE SAND 0.8 108.1 8.9 ose to Med- ium Dense SILTY FINE SAND (Terrace Deposit) 6.7 115.3 9.6 . . 26.7 118.0 7.8 6260 RIVERDALE STREET SAN DIEGO. CALIFORNIA 92120 714-283.6134 BORING LOG NO. 2 0, I 3 6 8 c ‘. ‘_ ‘_ : : ‘.. ‘. ‘. ., ‘. ‘. . . ,.. ‘. ‘. . . ‘. ._ _. : 1 . ‘. , :, ., ‘. ‘, ;i . . : . ‘. ’ . . .‘I ,’ . . . ‘. I ., , 9 , . BORING NO 3 Descript&n Dark Brown, Wet, Loose, SILTY FINE SAND s;-xoist, Loose, SILTY FINE - SAND (Colluvium) Reddish Brown-St, Loose/Dense SILTY FINE SAND (Terrace Deposit) 5.0 104.9 6.4 15.0 i . _ 28.4 115.3 6.6 SOUTHERN CALIFORNIA TESTING Spanish Village Subdivision LABORATORY, INC. Map 5073. Spanish Way 6280 RIVERDALE STREET Carlsbad, California SAN DIEGO. CALIFORNIA 92120 714-283-6134 BY I.P. DATE ,f,‘$“;;” BORING NO.3 JOB NO.g-15 FIGURE NO 4 .,~ -- __o_- BORING N9. '4 lLL&hL E M S k Brown, Wet, Very Loose, SILW 0.8 Damp, Medium Dense, E MEDIUM SAND errace Deposit) 11.7 123. 8.8 c . . 6280 RIVERDALE STREET SAN DIEGO. CALIFORNIA 92120 714-283-6134 Spanish Village BORING LOG NO. 5 FIGURE NO. 5 Expansion 7kif.s - ~.~~-~~-~-~_ __ DJrxCf Shear ksi Rzsg!k (Al sum/&s sdufuiad { cifoi7ad) --~~,--,- - L ._--. .._ _---~ --_-. -.-. i- ---- __- 1 _.._~ / SOmpfQ Bl 0.5'-1.0' 1 Silty Fine Sand (Redold. to 90%) n-l Siltv Fine Sand (Undisturbed) A@ ol der - ml lricfion Silty Fine Sand (Undisturbed) . . SOUTHERN CALIFORNIA TESTING . LABORATORY, INC. 6280 RIVERDALE STREET SAN DIEGO. CALIFORNIA 92120 714.283dlN I i. 250 I TABLES Ok TEST RESULTS PROJECTSpanish Villaqe Subdivision flap 5073,Sp.Wav,Carlsbad,Calif. JOB NO 9-15 FTC, NO E. - 6” 3’ ; lti ’ . ----~ 5 3/L; y 3b’ 5 _L--- : s.$ s --‘~---~ L r8 ti *so 5 -:---,.-- s i-‘;c3 j _~_~~--- e 200 .05mm .005mm -001 mm Bl .D ..5Ld.LlL -~lo13-m--pm --Y~9-m- ., 91 ---EG?--.- 35 --2 9 -2s-- ~-AD- --L -.__.-.-- - -__~~~ -- .~~~ -~ -~ L&zzr~ ?Jastic 1 k72 -~ x? ‘fQS&dy lntiL?x --- 7assikah . SM I * . . . . SOUTHERN CALIFORNIA TESTING .- LABORATORY, INC. 6280 RIVERDALE STREET SAN DIEGO. CALIFORNIA 92120 -21, .Tn_l Cl_,. TABLES OF TEST RESULTS . . * PROJECT-w- - 5073N (-AT, T^- .-^ -& --- _-- B 2 x 24 3/ E i3u 3 . - gj 23 & E5 “/ : R ; 3 i 4 .--~-._ ~- 0 SOUTHERN. CALIFORNIA TESTING Consolidation vs. Pressure. ~. LABORATO~RY, INC. Project Spanish Villaqe Subdivision 6280 RIVERDALE STREET California SAN DIEGO. CALIFORNIA 92120 Carlsbad, 714-283-6134 Job No. 9-15 Fig. No.8 - - - -~ - .- -, - .- - ,-~ - - - - .- - - .- RECOMMENDED GRADING SPECIFICATIONS _-_-L----I------- GENERAL PROVISIONS _____ - ------- INTENT: GENERAL The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting‘fill soil to the lines and grades shown on the accepted plans. 'The recommendations contained in the preliminary soils investigation report and/or the attached special provisions, are a part of the recommended grading specifications and shall supercede the pro- visions contained hereinafter in the case of conflict. INSPECTION AND TESTS; __--_-- A qualified soil engineer shall be employed to inspect and test the earth- work in accordance with these specifications. It will be necessary that the soil engineer or his representative provide adequate inspection so that he may certify that the work was or was not accomplished as speci- fied. If, in the opinion of the soii engineer, substandard conditions are en- countered, such as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc., he will be empowered to either stop construction until the conditions are remedied or corrected or recommend rejection of the work. Soil tests used to determine the degree of compaction will be performed ,in accordance with the following American Society for Testing and Materials test methods: ~. Maximum Density and Optimum Moisture Content. A.S.T.M. D1557-66T Density of Soil In-Place. A.S.T.M. D1556-64. ‘- - - - - - - - .- - - - - - - - - .,- - - RECOMMENDED GRADING SPECIFICATIONS page (2) GENERAL PROVISIONS __--------- PREPARATION OF AREAS TO RECEIVE FILL: All vegetation, brush and debris shall be removed, piled and burned or otherwise disposed of. After clearing, the natural ground shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the minimum density specified in the special provisions or the recommendations contained in the preliminary soils in- vestigation report. When the slope of the natural ground receiving fill exceeds 20% (5 Borizon- ta1 to 1 Vertical), the original ground shall be stepped or benched. Benche shall be cut to a firm consistent soil condition. The lower bench shall be at least 10 feet wide and all other benches at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified hereinbefore for compacting natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the soil engineer. i FILL MATERIAL: ' _ Materials placed in the fi ,ll shall be approved by the soil engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimental soils are covered in the special provisions. Expansive soils, soils of poor gradation or strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. - - .- - - - - - - - - - - - - - - - PROVIs&cIS- GENEKAL --I RECOMMENDED GRADING SPECIFICATIOiYS ---------------- Page (3) PLACING AND COMPACTION OF FILL- --_.--- --.- ------_-------A Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that'will allow the compactive effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the special provisions or the recommendations contained in the preliminary soils investigation report. Field density tests to check the degree of compaction of the fill will be taken by the soil engineer or his representative. The location and frequency of the tests shall be at the soil engineer's discretion. In general, the density tests will be made at an interval not exceeding 2 feet in vertical rise and/or 500 cubic yards of fill placed. i SEASON LIMITS: ---- . . Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill has been achieved. Damage resulting from weather shall be repaired before accept- ance of the work. UNFORESEEN CONDITIONS: -__ In the event that conditions are encountered during the site preparation and construction that were not encountered during the preliminary soils - - .- RECOMMSNDED GRaDING SPECIFICATIONS ----l_------- -- ---.- --- Page (4) GENERRL PROVISIONS ------------. -- investigation, Southern California Testing Laboratory, Inc. shall be .- notified immediately. Southern California Testing Laboratory, Inc. ~- assumes no responsibility for conditions encountered which differ from the conditions encountered and described in the preliminary soils in- .- vestiyation report. - - - .- .- - .- - - - - - ~- .- - - - - - - - .- - - - - - - - .- UNIFIED SCIL CLASSIFiCATI3N CHART SOIL DESCRIPTIOE SYMROL GROUP 1. COARSE GRAINED, More than half of material is larqer than No. 200 sieve size. GRAVELS CLEAN GRAVELS More than half of coarse fraction is larger than No. 4 sieve size but smaller than 3". GRAVELS WITH FINES (Appreciable amount of fines) SANDS CLEAN SANDS More than half of coarse fraction is smaller than No. 4 sieve size. SANDS WITH FINES (Appreciable amount of fines) 11. FINE GRAINED, More than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit greater than 50 HIGHLY ORGANIC SOILS Gw GP GM GC SW SP SM SC ML CL OL MH CH OH PT TYPICAL NAME3 Well graded gravels, gravel- sand mixtures, little or no fines. Poorly graded gravels, grave sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. Well graded sand,g+-avelly sands, little or no fines. Poorly graded.sands,gravelly sands, little or no fines. Silty sands, poorly graded sand and silt mixtures. C~layey sands, poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sand silt or clayey-silt-sand mixtures with slight plast- icity Inorganic clays of low to medium plasticity,gravelly clays, sandy clays,silty clays, lean clays. Organic silts and organic silty clays of low plasticit, Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. SOUTHERN CALIFORNIA TESTING LABORATORY