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HomeMy WebLinkAboutCT 75-04; Spanjian Residence Lot 75; Soils Report Preliminary; 1985-10-10PRELIMINARY SOIL INVESTIGATION PROPOSED SPANJIAN RESIDENCE MT 75, MAP 8302, CARLSBAD TRACT 75-4 EL FUERTE STREET LA COSTA, CALIFORNIA PREPARED FOR: MR. RICHARD SPANJIAN 7315 BORLA PLACE CARLSBAD, CALIFORNIA 92008 OCTOBER 10, 1985 PREPARED BY: MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #102 ESCONDIDO, CALIFORNIA 92025-1330 JOB NO. 1288-85 ENGINEERING DEPT. LIBRARY City of Carlsbad 2075 Las Palmas Drive Carlsbad CA92009-4859 MV ENGINEERING, INC. 2450 Vineyard Avenue, HO2 Escondido, California 92025-1330 619/743-1214 Job #1288-85 October 10, 1985 Mr. Richard Spanjian 7315 Borla Place Carlsbad, California 92008 PRELIMINARY SOIL INVESTIGATION FOR LOT 75, MAP 8302, CARLSBAD TRACT NO. 75-4, LA COSTA Pursuant to your request MV Engineering, Inc. has per- formed an investigation of the surface and subsurface soil conditions at the subject site. The enclosed report has been prepared to present the results of our preliminary soil investigation. This report includes the results of our field investigation, laboratory analyses, and our summary of findings and recommendations for site development. From a geotechnical standpoint it is our opinion that the site is suitable for the proposed development provided the recommendations presented in this report are incorporated into the design and construction of the project. Thank you for choosing MV Engineering, Inc. If you have any questions concerning this report, please do not hesitate to call us. Reference to our Job #1288-85 will expedite response to your inquiries. We appreciate this opportunity to be of service to you. RCE #25115 RMV/et TABLE OF CONTENTS Page I. Purpose of Investigation ............. 1 II. General.. .................... . III. Soil Description ................. 1 IV. Field Investigation. ............... 2 V. Laboratory Testing ................ 2 VI. Engineering Analyses ............... 2 A. Bearing Strength ............... 2 VII. Summary of Findings and Recommendations. ..... 2 A. Site Evaluation. ............... 3 B. Site Preparation ............... 3 C. Foundations. ................. 3 D. Slopes ................. ...6 E. Retaining Stuctures. ............. 6 F. Geology/Seismicity .............. 6 G. General. ................... 7 VIII. Limitations. ................... 8 APPENDIX Plate 1 - Test Pit Location Map Appendix "A" - Logs of Test Pits Appendix "B" - Test Results Appendix "Cl' - Specifications for Construction of Controlled Fills; and Unified Soil Classification Chart MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #IO2 l ESCONDIDO, CALIFORNIA 92025-1330 l 6191743-1214 sO,L*TE*TINO PERC TEST SOIL INYESTIoATI*N* DEOTEC”NlCll IN”EsTIO*TwNs I. II. III. PRELIMINARY SOIL INVESTIGATION PROPOSED SPANJIAN RESIDENCE LOT 75, MAP 8302, CARLSBAD TRACT 75-4 EL FUERTE STREET LA COSTA, CALIFORNIA PURPOSE OF INVESTIGATION This investigation was conducted to determine if the sub- ject site is suitable for construction of the above mentioned residence. The scope of this investigation included the following: A. Excavating, logging and sampling of three exploratory borings. B. Laboratory analyses and classification of samples obtained during our field investigation. C. Foundation recommendations. GENERAL The subject site is a rectangular parcel of 1.21 acres located on the west side of El Fuerte Street, about 75 feet southerly of Marmol Court in La Costa, California. The site is approximately 135 feet fronting El Fuerte Street and extends 502 feet westerly. There is a slight ridge towards the center of the site with a steeper slope on the westerly side. The site is presently a brush-covered lot with fractured rock seen on the surface. It is under- stood the proposed house will be a one- and two-story wood frame structure. The foundation will use continuous concrete footings with slab-on-grade. Details of the grading or structures were unavailable at the writing of this report. SOIL DESCRIPTION A typical soil profile consists of less than a foot of a brown red clayey sand topsoil overlying a stiff brown red sandy clay. This clay ranges from a foot to several feet in thickness and grades with depth to a tan sandy clay with fractured rock. Both clays represent varying stages of weathering of the underlying metavolcanic bedrock. The bedrock is hard and difficulty may be encountered if deep cuts are planned. The nomenclature used in describing the soils is in accordance with the Unified Soil Classification System as illustrated on MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, X102 . ESCONDIDO, CALIFORNIA 92025:1330 . 619/743-1214 SO,LBTE8TIN(I PEW TEST EOlLlN”E*TloITloNS DEOTEC”NlCILlN”ESTlOITlONF PRELIMINARY SOIL INVESTIGATION EL FUERTE STREET, LA COSTA PAGE 2 lo/lo/85 the attached chart in Appendix "C". This system identifies the soils as follows: Soil Unified Soil Type Soil Description Classification 1 Brown red clayey sand SC 2 Brown red sandy clay CL 3 Tan sandy clay with fractured rock GL 4 Dark gray metavolcanic rock GW IV. FIELD INVESTIGATION On September 25, 1985 our representative conducted a field investigation of the soils underlying the subject site. This investigation included three exploratory pits and soil sampling on the lot. Bulk densities on paraffin coated undisturbed samples were performed by the water displacement method to evaluate in place densities of the existing soils and to aid in determining these soils' bearing capacity. Boring logs are attached in Appendix "A" of this report. V. LABORATORY TESTING Samples of the on-site soils were taken to our laboratory and moisture/density curves established to determine the maximum dry density and optimum moisture content as specified by ASTM 1557-70. A direct shear test was performed on Soil Type 2. Results of these tests are reflected in our recom- mendations and are included in Appendix "B" of this report. VI. ENGINEERING ANALYSES A. Bearing Strength Calculations for the bearing value of the existing soils are based upon the anticipated footing types and dimensions. These calculations are in accordance with the methods described by Terzaghi and Peck (1948) for shallow footings. VII. SUMMARY OF FINDINGS AND RECOMMENDATIONS The following summarized findings and recommendations are based on the analyses of all data and information obtained MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 920251330 l 819/743-1214 sOILsTE*TINo PERCTEST SO,L,N”E*TI~ATIONs BEOTECHN,CILIN”ESTI(IITIONS PRELIMINARY SOIL INVESTIGATION EL FUERTE STREET, LA COSTA PAGE 3 10/10/85 from our visual inspection of the site, field investigation including the excavations, laboratory testing, and our general knowledge and experience with these soils. A. Site Evaluation It is our opinion that the project site is suitable for the proposed residential development with respect to soil conditions provided the recommendations contained in this report are incorporated in the planning, design and construction phase of the project. If much grading is anticipated, it is recommended that large equipment be used to rip and move the bedrock. Strengthen foundations as follows are recommended to minimise potential damage by expansive clay. B. Site Preparation Site preparation procedures should include removal of any organics on the site. Areas to receive fill should be undercut to firm native soil and then brought to grade with properly compacted fills as outlined in our enclosed specifications, Appendix "C". C. Foundations The footings for residential structures may be designed in accordance with Uniform Building Code standards for footings on Class 4 material (Table 29-B) and the following recommendations. ,Alternative #l Cap the site with three feet of non-expansive soil and use the following recommendations. 1. Continuous Footings In designing your foundation an allowable bearing strength of 1,500 psf may be utilized for all con- tinuous footings founded in soils compacted to 90% of ASTM 1557-70. For one and two story structures all continuous footings shall be a minimum of 15 inches wide and imbedded a minimum of 18 inches below adjacent finished grade. 2. Spread Footings An allowable bearing strength of 1,500 psf may be utilised for all spread footings founded in soils compacted to 90% of ASTM 1557-70. All spread footings shall be a minimum of 18 inches in width and length and imbedded a minimum of 24 inches below MV ENGINEERING, INC. l 2450 VINEYARD AVENUE, #IO2 . ESCDNDIDO, CALIFORNIA 92025-1330 l 61917431214 SOILS TESTING PERC TEST SO,LlNYEST,GATlONS OEOTECHNlCIL,*“E*TI~.ITIONS PRELIMINARY SOIL INVESTIGATION EL FUERTE STREET, LA COSTA PAGE 4 lo/lo/85 3. 4. 5. 6. Floor Slabs Floor slabs should be 4.0 inches nominal thickness and reinforced with 6x6/10x10 welded wire mesh placed at mid-height in the slab. Slab subgrade soils should be thoroughly moistened prior to pouring concrete. Reinforcinq Footings should contain a minimum amount of reinforcing steel to prevent possible foundation damage. A minimum of stee1 for continuous footings should include two #5 bars continuous with one bar at three inches from the bottom of the footing and one bar at three inches from the top. Spread footings should include a minimum of two #5 bars each way. Foundations on Slopes Footings located on or adjacent to top of slopes should be extended to sufficient depth to provide a minimum horizontal distance of 5.0 feet between the bottom edge of the footing and the face of the slope. Lateral Pressures Buildings founded in natural soils or compacted fill may be designed for a passive lateral bearing pressure of 250 pounds per square foot per foot of depth. This value assumes that footings will be poured tight against undisturbed soils. A coefficient of friction against sliding between concrete and soil of .25 may be assumed. Alternative #2 In designing your foundation on native soil, an allowable bearing strength of 1,000 psf may be utilised for all continuous footings founded in dense native soils or on- site soils compacted to 90% of ASTM 1557-70. For two-story structures all continuous footings shall be a minimum of 12 inches wide and imbedded a minimum of 36 inches below adjacent finished grade. 1. Spread Footings An allowable bearing strength of 1,000 psf may be utilised for all spread footings founded in dense native soil or on-site soils compacted to 90% of ASTM 1557-70. All spread footings shall be a mini- MV ENGINEERING, INC. l 2450 VINEYARD AVENUE, X102 l ESCONDIDO, CALIFORNIA 92025-1330 l 6191743-1214 SolLSTEmND PEW TEST SOIL IN”ESTI(IATWNJ LlEOTECHNlCILINVE~TIOITIONS PRELIMINARY SOIL INVESTIGATION PAGE 5 EL FUERTE STREET, LA COSTA lo/lo/85 mum of 18 inches in width and length and imbedded a minimum of 36 inches below adjacent finished grade. 2. Floor Slabs Floor slabs should be 4.0 inches nominal thickness and reinforced with #3 bars 18 inches on center each way placed at mid-height in the slab. Slab subgrade soils should be thoroughly moistened prior to pouring concrete. 3. Reinforcing Footings should contain a minimum amount of reinforcing steel to prevent possible foundation damage. A minimum of steel for continuous footings should include four #5 bars continuous with two bars at three inches from the bottom of the footing and two bars at three inches from the top. Spread footings should include a minimum of two #5 bars each way. 4. Foundations on Slopes Footings located on or adjacent to top of slopes should be extended to sufficient depth to provide a minimum horizontal distance of 5.0 feet between the bottom edge of the footing and the face of the slope. 5. Lateral Pressures Buildings founded in natural soils or compacted fill may be designed for a passive lateral bearing pressure of 150 pounds per square foot per foot of depth. This value assumes that footings will be poured tight against undisturbed soils. A coefficient of friction against sliding between concrete and soil of .15 may be assumed. If footings are to be placed into soils other than the soils described herein, verification of bearing strength should be obtained prior to construction. Settlement of the natural bearing soils and properly reworked soils under structural loads less than the allowable loads given here will be negligible and should occur during the construction. MV ENGINEERING, INC. l 2450 VINEYARD AVENUE, #IO2 l ESCONDIDO, CALIFORNIA 92025-1330 l 619/743-1214 BOlLS TESTING PERC TEST SOIL lN”EETlBATlONS OEOTEC”NlClLIN”ESTI(IITIONI PRELIMINARY SOIL INVESTIGATION PAGE 6 EL FUERTE STREET, LA COSTA 10/10/85 D. Slopes Cut slopes should be constructed no steeper than l+:l (horizontal:vertical) and fill slopes should be constructed no steeper than 2:l (horizontal:vertical). Appropriate surface drainage features should be provided and slopes landscaped as soon as possible after grading to minimise the potential for surficial slope instability and slope erosion. All fill slope faces should be compacted to a minimum of 85% maximum dry density in accordance with ASTM 1557-70. E. Retaining Structures Recommended equivalent fluid soil pressures for the design of cantilever walls retaining on-site or other granular soils are as follows: Level Backfill: Soil Pressure = 40 pounds per cubic foot 2:l Sloping Backfill: Soil Pressure = 50 pounds per cubic foot Walls retained from movement at the top should be designed for an additional uniform soil pressure of 8xH pounds per square foot where H is the height of the wall in feet. Any additional surcharge pressures behind the wall should be added to these values. Retaining wall footings may be designed in accordance with the' previous building foundation recommendations. Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressures. F. Geology/Seismicity Structurally speaking, the site is founded in a stable area and no geologic problems are anticipated. Based on a review of available published information, including the San Diego County Map of Faults and Epicenters, there are no active or potentially active faults near this property. The nearest known active fault is the Elsinore Fault approximately 24 miles to the northeast and the potentially active Rose Canyon Fault is located approximately 15 miles to the southwest. A number of minor faults of short extent are located within 10 miles of this site: but MV ENGINEERING, INC. l 2450 VINEYARD AVENUE, #IO2 . ESCONDIDO, CALIFORNIA 92025-1330 l 619/743-1214 *cm*TESTING PERC TEST SolLlNYESTlQATWNS GEOTECHNIC~LINYE6TI((~TIONJ PRELIMINARY SOIL INVESTIGATION PAGE 7 EL FUERTE STREET, LA COSTA lo/lo/85 these faults show no evidence of displacement within Holocene Time. As a result, the potential for surface rupture within this site is remote. It is our opinion that the site could be subjected to moderate to severe groundshaking in the event of a major earthquake along either of the above mentioned faults. However, the seismic risk at the site is not significantly greater than that of the surrounding properties and the La Costa area in general. In conclusion, there were no obvious geologic hazards or unusual soil conditions detected during the investigation which would preclude the development of the site as described herein. G. General Groundwater was not encountered during our investigation and is not expected to interfere with the proposed development of the site. Design of street pavement sections was not included within the scope of this report. Pavement sections will depend largely on the subgrade soil conditions exposed after grading and should be based on R-Value test results. These tests should be performed after completion of the grading operation. It is recommended that any grading and the preparation of native soils be done in accordance with the "Specifications for Construction of Controlled Fills", enclosed in Appendix "C", and conform to the requirements of the local Grading Ordinance. Adequate measures should be undertaken to properly finish grade the building area after the proposed structures and other improvements are in place, so that drainage waters from the improved site and the adjacent areas will be directed away from foundations, footings and floor slabs via surface swales and/or subsurface drains toward the lower levels of the site or to the natural drainage system for this area. Proper drainage will help to insure that no waters will seek the level of the bearing soils under foundations, footings and floor slabs which could result in the undermining and differential settlement or uplift to the structures and other improvements. MV ENGINEERING, INC. l 2450 VINEYARD AVENUE, R102 l ESCONDIDO, CALIFORNIA 92025.1330 l 619/743-1214 SOILSTESTINO PERC TEST *Ou.IwESTIGATwNS OEOTECHNIC~LlNVESTlBITlONJ PRELIMINARY SOIL INVESTIGATION PAGE 8 EL FUERTE STREET, LA COSTA lo/lo/85 Any backfill soils placed in utility trenches or behind retaining walls which support structures and other improvements such as patios, sidewalks, driveways, pavement, etc. (other than landscaping) should be compacted to at least 90% maximum dry density. The on-site soil may be used as backfill provided it is free of organics and rocks over six inches in dimension. VIII. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analyses, as well as our experience with the soils and formational materials located in the La Costa area. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be notified immediately so that an inspection can be made and additional recommendations issued, if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to insure that these recommendations are carried out in the field. The firm of MV ENGINEERING, INC. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns which occur subsequent to issuance of this report. This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to height and location of cut and fill slopes, this report must be presented to us for review and possible revision. Once again, should any questions arise concerning this report, please do not hesitate to contact this office at your convenience. Reference to our Job #1288-85 will expedite response to your inquiries. ~~~~&&----y Ralp M. Vinje M" ENOlNKFrfi0,#i2.1f5 2450 VINEYARD AVENUE, #IO2 . ESCONDIDO, CALIFORNIA 92025-1330 . 61917431214 soILSTEST,NO PERC TEST SOIL INYESTIOA,,ONS DEOTECHNlCILlNVESTlOlTlONs - vrcrwy Mb-+P do-l To SUXE 111 --kSl F\T \ APPENDIX "A" PRIMARY DIVISIONS GROUP Lvlwa SECONMFtY OIVISIONS - GRAVELS M2liETwNW OF CMASE FRACTION IS LAnGEA TW No. 4 SIEVE SANDS MORE THAN l4N.F OF CWSE FRACTION IS SMALLER THAN No. 4 SIEVE WtAVEL WITH FINES ClEiN UMJS (LESS THAN 5% FtNESl !%NDs WITH FWES SW SP SM SC Wwll gfded gv~k. fp~l-wd mktun. hltk w m lifm*. hm~,yvcl gawk DI gravel-und mixtures. litlk o Silly grab+ grmml-und-&ill mistua. non-plnlk lim. Clq.y g,,~l,. gt...l-..nd-cky mi~tw~a. pla.ak tte... VWI graded sawI*. grMllF sands. litlk ce no lines. PoorI” gt.ded unda OI grD*Il” unds. 111lk ol nwlll?a. Silty undo. sand-sill mktum, mn-pkrlk fii. Clayey wnds. sand-cky mi~lures, pksfk finan. IM, e anlc sills .m Ye,” ,I”, ‘?“a*. !lKl IK)“,. ,,I,, c vy ltna smds or cla~.s~Its mlh slighl pbsl 8,“. BP” Im nnic claw 01 low 10 mcdiwn plaslkily. ~rwtllv CL. sandy clays. silly clws. kin ckw. Chgmk silts d 0fgmk cnv ckv of low plasticilv. SILTS AND CLAYS LIOUID LIMIT IS LESSTHAN WX SILTS AND CLAYS LIaUID LIMIT IS GREATEA TW So% CH Inorganic ckys of high pkaicil~. 1st cbys. OH Organic eke of medium 10 high pkslkily. orgmk silts. HIGHLY ORGANIC SOILS 1 Pt 1 Peat ami other highly organic tdk. DEFINITION OF TERMS ML CL OL MH hcqmk silts, micqcecvs n dktorrucema line u&y or *#It” solk, eksIIC 11111. U.S. STANL3AFlD SERIES SIEVE CLEAA SDUAJIE SIEVE OPENINGS 2w 40 x1 4 3N’ 3* 12’ SILTS Ahll3 t-l A’,+2 SAND I GRAVEL _.. ..# W-r . . - FINE I COBBLES BOULDER MEDIUM I COARSE FINE Co4Ry I r SAND!%GRAVELS AN, t NON-PLASTIC SILTS -- GRAlN SUES CLAYS AND PLASTIC SILTS STRENGTH” BLOWS/FOOT’ RELATlVE DENSITY CONSISTENCY tNmbsr d blow of I40 pand hammu falling 3D Inches lp drlw , 2 indt 0.0. Cl-m in& I.D.l *I11 spoon CASTM D-15861. (lihconli,d mnpnsi.+ nrrqth h tons/sq. h. l s dawmined b Iabwatorv latitq OT qp~aimrld b th, ,,,nd.,d pemtr~tion teat (ASTM D-15&3. pockal pentromela. tonww. at visual obnrvltim. A= undisturbed sample cl= disturbed sample MV ENGINEERING. INC KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System CAST&l O-2487: Mr. Richard Spanjian El Fuerte Street, La Costa MClJECl NO. MIE I DEPTH TO GROUNDWATER N/E BORINQ DIAMETER TE 0 DRILL RIG Backhoe SURFACE ELEVATION LOGGEO BY C.B.P. 1M LLED tlF 0.w DESCRIPTION AND CLASSIFICATION ZiG !s z I brush covered, slight slope 0 1 '2 /25/ - *: t wni @’ - BROWN RED CLAYEY SAND - topsoil loose, roots Soil Type 1 BROWN RED SANDY CLAY WITH FRACTURED ROCK - stiff 3 Soil Type 2 TAN SANDY CLAY WITH FRACTURED ROCK - 1 - (gray yellow) Soil Type 3 DARK GRAY METAVOLCANIC ROCK - 5 fractured / Soil Type 4 6 BOTT~~ ___-_-. -.__ 7. I 9 - 10 . - ll- / -12 - - 13 - L 14 - CL GC GW -. 16.: 17.1 3.6 I EXPLORATORY BORING LOG 103. - 103. 148. - I MV ENGINEERING, INC. DRILL RIG Backhoe I short brush DEPTH TO GROUNDWATER N/E 1, EOAINQ DIAMETER : :‘F &ii DESCRIPTION AND CLASSIFICATION 05. SURFACE ELEVATION LOQGED BY C.B.P. incl hes T WTE DRILLEDA w 0 8w T t: F0 aZ 1 ii 2 l$z 58’ i i : I , SC ' - BROWN RED CLAYEY SAND - topsoil much fractured rock Soil Tvue 1 l- BROWN RED SANDY CLAY - CL stiff 2 - Soil Type 2 DARK GRAY METAVOLCANIC ROCK - fractured Soil Type 4 3 BOTTOM difficult digging GW n n 1o.c 0.7 LO7. - 161. 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - I EXPLORATORY BORING LOG MV ENGINEERING, INC. Mr. Richard Spanjian El Fuerte Street, La Costa PFtOJECT NO. PLATE BORING l?RR-RS I 7 NO. ,, 9 t 10 -- 11 / - 12 13 i 14 DRII DEP - EF &Z 0’ - 0 - 1 - 2 - 3 - 4 . 5 - 6 - 7 - 8 inc -L RIG Backhoe 1 SURFACE ELEVATION TH TO GROUNDWATER N/E BORINQ DIAMETER 12 I DESCRIPTION AND CLASSIFICATION BROWN RED CLAYEY SAND - topsoil Soil Type 1 DARK GRAY METAVOLCAh'IC ROCK fractured Soil TvDe 4 BOTTOM difficult digging 1 LOGGED BY 6.p.p. ‘w ;TE 01 .LED X - 2 ‘; v, 5 Et” 9 ‘g$ i& J SC GW A i I MV ENGINEERING, INC. EXPLORATORY BORING LOG 15 - i-5 >G 5:: irjr”* “81 - - - - - Mr. Richard Spanjian El Fuerte Steet, La Costa PROJECT NO. PLATE BORING 7 _” n n r I Lln APPENDIX "B" 13 13 12 12 11 111 10 10 Mr. Richard Spanjian Sample No. 1 Hole No. 1 By: C.B.P. Classification USCS: Laboratory Compaction 5 x 25 ASTM 1557-70-A Test Conducted by: S.G. Percent Moisture Weight: 10.1 JOB NO. 1288-85 DATE lo/lo/85 JOB NAME Mr. Richard Spanjian SAMPLE ***CAUTION*** THE BEARING CAPACITY SHOWN BELOW IS JUST ONE TOOL OF SEVERAL USED BY THE GEOTECHNICAL ENGINEER TO DETERMINE IF THE FOUNDATION IS ADEQUATE! Friction Angle (degrees)= 3 Cohesion (psf)= 350 Wet Density(pcf)= 123.8 Dry Density(pcf)= 106.724 Moisture Content(%)= 16 Factor of Safety= 3 ACTIVE PRESSURE (psfl= 111.486 PASSIVE PRESSURE (psf)= 137.474 EXPANSION TEST HI= .7 HA= .7 Jl= .15 HS= .404 H2= 1 H3= 1.254 ws= 125.9 DO= 2.373 Assume Specific Gravity= 2.65 Ring ID= 2.373 INITIAL CONDITIONS % water content= 14.0588 wet density = 123.352 dry density = 108.148 % saturation = 69.6468 AIR DRY CONDITIONS % water content= 14.0588 wet density = 123.582 dry density = 108.35 % saturation = 70.0231 SUBMERGED CONDITIONS % water content= 34.8689 wet density = 116.531 dry density = 86.4032 % saturation = 100 % EXPANSION FROM AIR DRY TO SUBMERGED CONDITIONS= 25.4 Ready >SYSTEM TRSDOS READY SCREEN APPENDIX "C" (1986) SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION The construction of controlled fills shall consist of an adequate preliminary soil investigation, clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. CLEARING AND PREPARATION OF AREAS TO BE FILLED: A. B. C. D. E. F. All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the nature of the job, by a qualified soil engineer prior to grading. All timber, trees, brush, vegetation, and other rubbish shall be removed, piled and burned or otherwise disposed of to leave the prepared areas with a finished appearance, free from unsightly debris. Any soft, swampy or otherwise unsuitable areas shall be corrected by drainage or removal of compressible material, or both, to the depths indicated on the plans or as directed by the soil engineer. The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. No fill shall be placed until the prepared native ground has been approved by the soil engineer. Where fills are made on hillsides with slopes greater than 5 (horizontal) to 1 (vertical), horizontal benches shall be cut into firm, undisturbed, natural ground at the elevation of the toe stake. The soil engineer shall determine the width and frequency of all succeeding benches, which will vary with the soil conditions and the steepness of slope. G. After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than 90% of maximum density, ASTM D-1557-64T. H. Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the soil engineer. I. The cut portions of building pads in which rock-like material exists may require excavation and recompaction for density compatibility with the fill as directed by the soil engineer. MATERIALS The fill soils shall consist of select materials, graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter and other deleterious substances, and shall not contain rocks or lumps greater than six inches (6") in diameter. If excessive vegetation, rocks or soils with unacceptable physical characteristics are encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the preliminary soil investigation, further testing will be required to ascertain their engineering properties. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications. No material of a perishable, spongy or otherwise unstable nature shall be used in the fills. PLACING, SPREADING AND COMPACTION FILL MATERIAL A. The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity of material and moisture in each layer. B. When the moisture content of the fill material is below that specified by the soil engineer, water shall be added until the moisture content is near optimum as determined by the soil engineer to assure thorough bonding during the compaction process. This is to take place even if the proper density has been achieved without proper moisture. C. When the moisture content of the fill material is above that specified by the soil engineer, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is near optimum as determined by the soil engineer. D. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accordance with ASTM D1557-64T. Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. E. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of three to five feet (3' - 5') in elevation gain or by other methods producing satisfactory results. If the method of achieving the required slope compaction selected by the contractor fails to produce the necessary results, the contractor shall rework or rebuild such slopes until the required degree of compaction is obtained. F. Field density tests shall be made by the soil engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The soil engineer shall be notified to test the fill at regular intervals. If the tests have not been made, after three feet of compacted fill has been placed, the contractor shall stop work on the fill until tests are made. The location of the tests shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet (2') in elevation gain. The soil engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. . G. The fill operation shall be continued in six-inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. SUPERVISION Supervision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accordance with accepted specifications. The specifications and soil testing of subgrade and basegrade material for roads or other public property shall be done in accordance with specifications of the governing agency. It should be understood that the contractor shall supervise and direct the work and shall be responsible for all construction means, methods, techniques, sequences and procedures. The contractor will be solely and completely responsible for conditions at the job site, including safety of all persons and property during the performance of the work. Intermittent or continuous inspection by the soil engineer is not intended to include review of the adequacy of the contractors safety measures in, on or near the construction site. SEASONAL LIMITS No fill material shall be placed, spread or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, grading shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading and disposition will be made at the engineers discretion. UNIFIED SOIL CLASSIFICATION Identifying Criteria I. COARSE GRAINED (more than 50% larger than t200 sieve) Gravels (more than 50% larger than 14 sieve but smaller than 3") Non-plastic Sands (more than 50% smaller than #4 sieve) Non-plastic II. FINE GRAINED (more than 50% smaller than X200 sieve) Group Symbol GW GP GM GC SW SP SM SC Liquid Limit less than ML 50 CL Soil Description Gravel, well-graded gravel- sand mixture, little or no fines. Gravel, poorly graded,gravel- sand mixture, little or no fines. Gravel, silty, poorly graded, gravel-sand-silt mixtures. Gravel, clayey, poorly graded, gravel-sand-clay mixtures. Sand, well-graded, gravelly sands, little or no fines. Sand, poorly graded, gravelly sands, little or no fines. Sand, silty, poorly graded, sand-silt mixtures. Sand, clayey, poorly graded, sand-clay mixtures. Silt, inorganic silt and fine sand, sandy silt or clayey-silt-sand mixtures with slight plasticity. Clay, inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. II. FINE GRAINED - can't. Liquid Limit greater than 50 III. HIGHLY ORGANIC SOILS PT OL Silt, organic, silts and organic silt-clays of low plasticity. MH Silt, inorganic, silts micaceous or dictomaceous fine, sandy or silty soils, eladtic silts. CH OH Clay I inorganic, clays of medium to high plasticity, fat clays. Clay, organic, clays of medium to high plasticity. Peat, other highly organic swamp soils.