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HomeMy WebLinkAbout2101 COSTA DEL MAR RD; ; 73-1212; PermitBUILDING PERMIT APPLICATION City of CARLSBAD, CALIFORNIA 92008 - - Applicant to complete numbered spaces only Phone 729-1181 Permit No s"!JW9*«« « JOB ADDRESS .LEGALIOESCR (QsEE ATTACHED SHEET) c, CONTRACTOR MAI L ADDRESS MAIL ADDRESS LICENSE NO ,</l /'/X^ ARCHITECT OR DESIGNER MAIL ADDRESS LICENSE NO MAIL ADDRESS LICENSE NO MAIL ADDRESS USE OF BUILDING 8 Class of work D NEW ^pDITION D ALTERATION D REPAIR D MOVE D REMOVE 9 Describe work y M \v^ 10 Change of use from Change of use to 11 Valuation of work $PLAN CHECK FEE T3CO X.. PERMIT FEE \ \ SPECIAL CONDITIONS occupancy /"*"Group jg~Division Max Occ Load iTION ACCEPTED BY PLANS CJBCKED BY Fire Sprinkle^ Required No of Dwelling Units OFFSTREET PARKING SPACES O iI ' r--—Y- NOTICE SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL PLUMB ING HEATING VENTILATING OR AIR CONDITIONING THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM MENCED I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THISAPPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECTALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THISTYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIEDHEREIN OfR NOT, THE GRANTING OF A PERMIT DOES NOTPRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THEPROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATINGCONSTRUCTION OB, TM€««JJ£jaEORMANCE OF CONSTRUCTION Special Approvals ZONING HEALTH DEPT FIRE DEPT SOIL REPORT OTHER (Specify) V -x^A »e NATURE OF tftNTI Required Received ACTfiR OR AUTHORIZED AGE~NT SIGNATURE OF OWNER (IF OWNER BUILDER! WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS YOUR PERMIT PLAN CHECK VALIDATION CK M O CASH PERMIT VALIDATION CK M O CASH INSPECTOR INSPECTION RECORD FOUNDATIONS SET BACK TRENCH REINFORCING FOUNDATION WALL & WEATHER PROOFING CONCRETE SLAB FRAMING INT LATHING OR DRYWALL EXT LATHING MASONRY Foundations and slab Mark footings FINAL DATE 6/7/73 6/8/73 r/73 REMARKS O.K. O.K. ^ INSPECTOR B«, Nelson B. Nelson Yut+^— USE SPACE BELOW FOR NOTES, FOLLOW UP, ETC 6/26/73 Sheathing O.K.£. Nelson 7—23—73 Nailing n.k.sea]—joint before applying Tex 1-»11 Plywood. E. Plude 7 24 73—Drywall O.K.13 • Applicant to complete numbered spaces only ELECTRICAL PERMIT APPLICATION * City of CARLSBAD, CAUFORNIA 92008 7 29-1 1 81 JOB ADDN ESS . LESALI DISC* f6/ CL EW D ADDITION DALTEfiATION D REPAIR ISSUANCE OF EACH PERMIT 'O" ACCEPTED »Y HECKED BY APPROVED FOR •^ NOTICE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR APERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM MENCED I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOTPRESUME TO CMVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION SISNATUHK OP CONY Ut 0»ME«1D*T'F NEW CONSTRUCTION, FOR EACH AMPERES OF MAIN SERVICE, SWITCH, FUSE OR BREAKER NEW SERVICE ON EXISTING BLOG FOR EA AMPERE OF INCREASE IN MAIN SERVICE, SWITCH, FUSE OR BREAKER REMODEL, ALTERATION, NO CHANGE IN SERVICE, FOR EA AMPERE OF INCREASE TEMP SERVICE UP TO AND INCLUD- ING 200 AMP TEMP SERVICE OVER 200 AMP PER 100 PERMIT FEE WHEN PROPERLY VALIDATED (IN THIt SPACE) THIS IS YOUR PERMIT PLAN CHECK VALIDATION CK.MO CASH PERMIT VALIDATION CK M.O CASH INSPECTOR (,M Q INSPECTION REPORTS DATE ITEM REMARKS INSPECTOR USE SPACE BELOW FOR NOTES FOLLOW-UP, ETC SOILS INVESTIGATION Proposed Cart Storage And Caddie Room North End of Existing Clubhouse Building Rancho La Costa Building Complex Carlsbad, California La Costa Land Company Project No. 73-4-25A May 14, 1973 BENTON ENGINEERING INC BENTON ENGINEERING, INC APPLIED SOIL MECHANICS FOUNDATIONS 6717 CONVOY COURT SAN DIEGO CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT CIVIL ENGINEER TELEPHONE (714) 565 1955 SOILS INVESTIGATION Introduction This is to present the results of a soils investigation conducted at the site of a proposed cart storage and caddie room to be located at the northerly end of an existing clubhouse building in Rancho La Costa, Carlsbad, California. It is understood that the proposed building will be one story in height and consist of concrete block and brick wails. Along the west boundary of the site, the wail will also be used to retain an existing sloping ground that was excavated vertically to approximately 8 feet in height, to facilitate the construction of the proposed building. The objectives of this investigation were to determine the existing subsurface conditions of the site and to determine certain physical properties of the soils, so that soil design parameters and recommendations could be presented for the safe support of the proposed building. In order to accomplish these objectives, two borings were drilled at the site, and undis- turbed and loose soil samples were obtained for laboratory testing. This study was based on an undated drawing furnished to us by La Costa Land Company entitled "Cart Storage & Caddie Room", Drawing Number J-3150. Field Investigation The two borings were drilled 30 inches in diameter with a truck-mounted rotary bucket- type drill rig at the approximate locations shown on the attached Drawing No. 1, entitled "Loc- ation of Test Borings." The borings were drilled to depths of 13.0 to 20.0 feet below the existing ground surface. A continuous log of the soils encountered in the borings was recorded at the time of drilling and is shown in detail on Drawing Nos. 2, 3 and 4, each entitled "Summary Sheet." -2- The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified description of this>classification system is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained at frequent intervals/ in the soils ahead of the drilling. The drop weight used for driving the sampling tube into the soils was the "Kelly" bar of the drill rig which weighs 2200 pounds/ and the average drop was 12 inches. The general procedures used in field sampling are described under "Sampling" in Appendix B. Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in order to deter- mine the dry density/ moisture content/ and shearing strength. The results of these tests are pre- sented on Drawing Nos. 2, 3 and 4. Consolidation tests were performed on representative samples in order to determine the load-settlement characteristics of the soils and the results of these tests are presented graphically on Drawing No. 5 entitled "Consolidation Curves." The general procedure used for the laboratory tests are described briefly in Appendix B. Direct shear tests were performed on selected undisturbed samples that were all saturated and drained prior to testing. The results of these tests are presented below Boring 1 / Sample 1 Depth 3.0 Feet Boring 2 / Sample 1 Depth. 1.0 Feet Normal Load in kips/sq ft 0.5 1.0 2.0 0.5 1.0 2.0 Maximum Shear Load kips/sq ft 0.82 1.19 1.52 0.68 1.18 1.66 Angle of Internal Friction Degrees 17.0 25.0 Apparent Cohesion Ib/sq ft 670 460 BENTON ENGINEERING INC -3- |n addition to the above laboratory rests, an expansion test was performed on a repre- sentative sample of the clayey soil encountered to determine its volumetric change characteristics with change in moisture content. The recorded expansion of the sample is presented as follows Percent Expansion Under Unit Load of Depth of 150 Pounds Per Square Boring Sample Sample/ Soil Foot from Air Dry No. No. in Feet Description To Saturation 2 1 1.0 F me sandy clay 4.39 DISCUSSION AND RECOMMENDATIONS Soil Strata At Boring 1, a one-foot thickness of firm silty fine sand fill was underlain by a firm silty fine sand to 2.7 feet of depth, a compact fine to coarse sand to 5.8 feet, a compact slightly clayey fine to coarse sand to 8.0 feet and a compact clayey fine to coarse sand to 10.0 feet. This stratum then merged to compact fine to coarse sandy gravel to a depth of 14.0 feet. Below 14.0 feet, a compact clayey fine to medium sandy gravel was found to a depth of 15.3 feet, and was underlain by a compact slightly clayey fine to coarse sand to 16.5 feet, a firm clayey fine to med- ium sand to 17.5 feet, and a firm silty fine sand to 18.5 feet which merged to compact and slightly silty fine sand to the end of boring at 20.0 feet. At Boring 2, a firm fine sandy clay was found to a depth of 1.9 feet. This was underlain by a firm silty fine sand with slight clay binder to a depth of 7.0 feet and then merged to compact slightly silty fine sand to the end of the boring at 13.0 feet of depth. No ground water was encountered in either of the borings. BENTON ENGINEERING INC -4- Cpnclusions It is concluded from the results of field exploration and the laboratory tests that the upper 1.9 feet of fine sandy ciay encountered in Boring 2 is moderately expansive and is not suitable for structural support. Footings should obtain support in the underlying silty fine sand below a depth of 1.9 feet at Boring 2. Concrete floor slabs on grade may either be designed for expansive soil conditions or may be supported by a compacted nonexpansive fill. Recommendations 1. Foundations The recommended bearing soil for foundation support is the firm silty fine sand containing a slight clay binder found below a depth 1.9 feet in the area of Boring 2. The allowable bearing value that may be used for one foot wide continuous footings and square footings placed in the re- commended bearing soils at 2 feet below the lowest adjacent natural ground surface is 1830 pounds per square foot. This value may be increased at a rate of 230 pounds per square foot for each addi- tional foot of depth below one foot for both types of footings, and at the rates of 67 and 53 pounds per square foot, respectively, for continuous footings and square footings at the same depths for each additional foot of width in excess of 1 foot. The recommended maximum bearing value is 2500 pounds per square foot. The allowable bearing values are for dead plus live loads and may be increased one third for temporary seismic or wind loadings. The anticipated total settlements of a one foot wide continuous footing and a 2-feet wide square footing placed one foot into the recommended bearing soils and designed as recommended are estimated to be less than 1/8 inch. 2. Active Earth Pressures For Wall Design For retaining wall design, an equivalent fluid density of 40 pounds per cubic foot may be used along the west and north boundaries of the proposed construction site to retain a backfill with a slope flatter than 3 horizontal to 1 vertical. It is assumed that proper drainage devices will be placed behind the wall to keep hydrostatic pressures from building up behind the wall. The bearing BENTON ENGINEERING INC -5- values recommended for continuous footings may also be used for designing the retaining wall footings. 3. Lateral Resistance Design An allowable passive pressure of 480 pounds per square foot may be assumed at the top surface of bearing soils and may be increased at a rate of 82 pounds per square foot for each addi- tional foot of depth to the bottoms of the footings. A coefficient of fnohon of 0.4 may be used for fnchonal resistance between the supporting soils and the bottoms of concrete footings. It is assumed that the soils surrounding the footings will be properly compacted to 90 percent of maxi- mum density per the A.S.T.M. D1557-70 method of compaction after curing of concrete, so that the passive resistances of the soils can be fully developed. 4. Concrete Slabs On Grade Concrete slabs on grade may be designed for expansive soil conditions by reinforcing with at least 6x6- 10/10 welded wire fabric and by providing a minimum of 4 inches of clean sand beneath the slabs. Also, paving around the building to a horizontal distance of 5 feet outside the wall is recommended in order to prevent water from entering the subgrade soils, In lieu of doing this, the slabs may also be supported by a select nonexpansive compacted filled ground to replace the upper 1.9 feet of expansive fine sandy clay found m Bonng 2. If this method of slab support is to be used, then the select nonexpansive soils should consist of silty sand, clayey sand or other sandy soil type that contains no more than 40 percent passing the No. 200 sieve size. Also, for the nonexpansive soils, at least 50 percent should pass the No. 4 sieve size and contain no gravel larger than 3 inches in diameter. The expansion of a one inch high sample of the minus No. 10 material remolded to90 percent of maximum dry density, air dried for two days at 105°F then loaded to 150 pounds per square foot and saturated should not exceed two percent. The removal and recompaction should be conducted under continuous engineering inspection and in accordance with the applicable sections of the attached Appendix AA entitled "Standard Specifications For it Placement Of Compacted Filled Ground." The required minimum density of the compacted non- expansive soils is 90 percent of the maximum density obtained by A.S.T.M. D1557-70. BENTON ENGINEERING INC -6- 5. Footings Supported By Compacted Nonexpansive Filled Ground Foohngs may also be supported by properly compacted nonexpansive filled ground, if desired, using an allowable bearing value of 2000 pounds per square foot for 1 foot- wide footings placed 1 foot below the lowest adjacent compacted filled ground surface. This is predicated upon an assumption that the compacted nonexpansive filled ground will have an allowable beaiing value of 2000 pounds per square foot 01 more when compacted to at least 90 percent of maximum dry den- sity. Respectfully submitted, BENTON ENGINEERING, INC. By S. H. Shu, Civil Engineer Reviewed by I. V. Pothier, Civil Engineer Chief Engineer Distr (4) La Costa Land Company Attention Mr. Bob Stork (1) George Sounders & Associates Attention Mr. Sounders SHS/MVP/meg BENTON ENGINEERING INC PROPOSED BUILDING EXISTING PC SLAB EXISTING CLUBHOUSE Date. 5-11-73 INDICATES APPROXIMATE LOCATION OF TEST BORING Drawing- RW Scale- 1"=40' LOCATION OF TEST BORING PROPOSED CART STORAGE AND CADDIE ROOM NORTH END OF EXISTING CLUB HOUSE RANCHO LA COSTA BUILDING COMPLEX CARLSBAD, CALIFORNIA PtOJECT NO 73-4-25A BENTON ENGINEERING, INC DRAWING NO 1 0£ 4> •63 «0 «/i 5 £ S J UJ < CD §3 PTH/FEET1 2 3 7- 9 11 " _ — i 1 SAMPLENUMBER J© (D i ' i SOILCLASSIFICATIONSYMBOLHI•i • • * • \v• * * *• • « • * • V "4* fl•* * • • ^ . *. * • • ••• •<• * i •« mr m• ~ f 'A * M • 0 0 * ^ ^ »*• * .* *• •* •* • • A • « • • • *• * •i • » * ••* • « •r • • j Lig Fin \° M SUMMARY SHEET BORING NO 1 ELEVATION 108.0'* it Brown And Brown, Moist m, Slight Clay Binder, Clods f Silty Clay oist, Firm, Slight Clay Binder Light Brown, Slightly Moist, Compact, 20 to 30 % Gravel And Cobbles To 6 Inches 5ro 703 Inc ire 703 Inc wn, Moist, Compact, 50 to >G Gravel And Cobbles To 6 hes wn, Moist, Compact, 50 To £> Gravel And Cobbles To 6 rtes Brown, Moist, Compact, Clay Binder, 50 To 70% Gravel And Cobbles To 6 Inches SILTY FINE SAND / SILTY FINE SAND GRAVELLY FINE TO COARSE SAND SLIGHTLY CLAYEY FINE TO COARSE SANDY GRAVEL CLAYEY FINE TO COARSE SANDY GRAVEL FINE TO COARSE SANDY GRAVEL DRIVE ENERGYFT KIPS/FT-ii.o- 17 A 24.2 17.6 h" ^"UJ c/9 GC 5je 15 5 .6- Q. O' 9.1 7.7 DRY DENSITYLBS7CU FT98.3' -99 977.7'SHEARRESISTANCEKIPS/SQ FT1 FILL t CONTINUED ON DRAWING NO. 3 Q - Indicates Undisturbed Drive Sample * - Elevations Shown Were Obtained By Hand Level Sightings To The Top Of The Existing P. C. Concrete. Slab On The North End Of The Clubhouse With An Assumed Elevation Of 100.0 Feet. PROJECT NO 7IM-25A BENTON ENGINEERING, INC DRAWING NO 2 .fi=1U o4.to 1 U z ffi? (-HIUl II- UlO U _ 15 - 16 17 _ 18 19 _ 20 _ - | - uj or ii<§wz (5J (6) ii_. - zo5- — ° s Si2 CO *•ww< u ^ AA A A. 'XV V 9 4t • • 4p A A 4 * % ^ ^4 A • jut^Si £j SUMMARY SHE ET fit BORING NO 1 (Cont.) «£— ~ uj ••• 2 H OC "• Q Brown, Moist, Compact, 50 To 60% Gravel Light Brown, Moist, Compact, 50 To 70% Gravel And Cobbles To 6 Inches, Lenses Of Gray \ Clayey Fine To Medium Sand XXW ^ 1 Brown, Moist, Firm, Some i\ Coarse Sand Grains, 50 To 70% \ Gravel And Cobbles To 6 Inches ^\11 Light Ye Mow-Brown, Slightly R \ Moist, Firm, Slight Clay HI Binder I Light Gray With Light Yellow, 1 Slightly Maist, Compact, CLAYEY FINE TO MEDIUM SANDY GRAVE L / 5 LIGHTLY CLAYEY26'4 p||L|C T/*"\ i^**^>ADCC .rINt TO LUAKbL SANDY GRAVEL / / JCl AVFV CIK1F TO/LLAYCY rirSC 1 \JI r MEDIUM SAND Y/l GRAVEL jf/L Q UIK HH «H -•>->• mR <^o 5s? K * "* ~ 7.6 ) ti i 6.5 86.9 2.29 SILTYFINE // SAND // S LIGHT LYSILTY/ FINE SAND / PROJECT NO DRAWING NO 73-4-25A BENTON ENGINEERING, INC 3 E8 Q£ fl>iu•g< B>HEp t/s1u oisu 3 iu5<Z OB 9 )EPTH/FEETLJ 0 1 - 2£• 3- 4_ 5~ 6_ 7 8- 9- 10- 11- 12 _ — 1*5 — ~ _. ~ — ^SAMPLE INUMBER 1© 0 SOIL IOSSIFICATION 1SYMBOL IO sjs^ Hi ^^ \\NYVN§I^ ^^^ ^^^^Hi§§^^w^^s^^^^ XXSxs ^V\V\\; NX\XV V>^vXXX. SUMMARY SHEET BORING NO 2 ELEVATION 100.5' y Light Gray And Light Brown, U Moist, Ffrm \1 Inch Layer Of Silty Clay 1 Inch Layer Of Sllty Clay Light Gray And Light Brown, Slightly Moist, Firm, Slight Clay Binder, Slightly Porous, Rootlets Light Gray And Light Brown, Slightly Moist, Compact FINE SANDY CLAY SILTY FINE SAND SLIGHTLY SILTY FINE SAND IIVE ENERGY=T KIPS/FTu. —O 11.0 17.6 22.0 19.8 33.0 UlMOCil 5° 9.7 5.4 4.4 4.0 4,7 i " "1— * •~ — — ; PROJECT NO 73-4-25A BENTON ENGINEERING, INC |RY DENSITY 1LBS/CU FTa 103o8 95.6 92.8 91.0 89.8 SHEARRESISTANCEKIPS/SQ FT- 2.31 1.13 1.27 1.48 DRAWING NO 4 i 0£ .2 U 1 !CO1U o 8u 3 0 9, ( 1 2 < 3 •>«kiz Ko I>- 2a 3 u.o H ZIII OKin0. zo5o §gu 2 > . •=— CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 04 060810 2 4 6 ft tO 16 , • • n PROJECT NO 73-4-25A ^ • "-^-* - . .—. •^ •• — . — ^*••• ^\^ ^--^, Bb So DC rlt 3 id i Je 1 h3' 0 INDICATES PERCENT CONSOLIDATION AT FIELD MOISTURE • INDICATES PERCENT CONSOLIDATION AFTER SATURATION BENTON ENGINEERING, INC DRAWING NO 5 PHILIP HENKING BENTON PRESIDENT CIVIL ENGINEER BENTON ENGINEERING, INC APPLIED SOIL MECHANICS FOUNDATIONS 6717 CONVOY COURT SAN DIEGO CALIFORNIA 92111 APPENDIX A Unified Soil Classification Chart* TELEPHONE (714) 563 1955 SOIL DESCRIPTION GROUP SYMBOL I COARSE GRAINED, More than half of material is largerthan No 200 sieve **size TYPICAL NAMES GRAVE LS CLEAN GRAVELS More than half of coarse fraction is larger than No 4 sieve size but smaller GRAVELS WITH FINES than 3 inches (Appreciable amount of fines) SANDS More than half of coarse fraction is smaller than No 4 sieve size CLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) II 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 III. HIGHLY ORGANIC SOILS GW Well graded gravels, gravel-sand mixtures, I ittle or no fines GP Poorly graded gravels, gravel-sand mixtures, little or no fines GM Silty gravels, poorly graded gravel- sand-silt mixtures GC Clayey gravels, poorly graded grave I - sand-clay mixtures SW Well graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines SM Silty sands, poorly graded sand-silt mixtures SC Clayey sands, poorly graded sand-clay mixtures ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-siIt-sanci mixtures with slight plasticity CL Inorganic clays of low to medium plas- ticity, gravelly clays, sandy clays, silty clays, lean clays OL Organic silts and organic silty-clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity PT Peat and other highly organic soils * Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952 ** All sieve sizes on this chart are U S Standard BENTON ENGINEERING. INC APPLIED SOIL MECHANICS FOUNDATIONS 6717 CONVOY COURT SAN DIEGO CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT CIVIL ENGINEER TELEPHONE (714) 565 1955 APPENDIX B Sampl mg The undisturbed soil samples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface The sampling tube consists of a steel barrel 3 0 inches outside diameter, with a special cutting tip on one end and a double ball valve on the other, and with a lining of twelve thin brass rings, each one inch long by 2 42 inches inside diameter The sampler, connected to a twelve inch long waste barrel, is either pushed or driven approximately 18 inches into the soil and a six inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube The samples are taken to the laboratory in close fitting waterproof containers in order to retain the field moisture until completion of the tests The driving energy is calculated as the average energy in foot-kips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately 0 05 inch per minute The machine is so designed that the tests are made without removing the samples from the brass liner rings in which they are secured Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one inch high rings of soil as it comes from the field Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water Expansion Tests One inch high samples confined in the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expansion apparatus A unit load of 500 pounds per square foot is then applied to the upper porous stone m contact with the top of each sample. Water is permitted to contact both the top and bottom of each sample through porous stones Continuous observations are made until downward movement stops The dial reading is recorded and expansion is recorded until the rate of upward movement is less than 1/10000 inch per hour