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Home My WebLink About; Rancho Carlsbad Mobilehome Park; Soils Report; 1971-02-17- Evans. Goffman & McCormick .SQIL AND ROCK ENGINEERING . C-“k’DATION ENGINEERING .~- l Engineering GEOLOGY n ENGINEERING - SEISMOLOGY l GEOPHYSICS February our - o'c - - - - - __ - .,- _- __ -_ - C’ ,\ilS A. E”A..S r ..#I E”‘h... ‘AcKsP\ F. COFFKU E”. win* Ce&.‘i.l ,O”X ,:, MC coKI,,cI Ci.il Enlimr., Report of Geotechnical Invest'gation Ranch0 Carlsbad Mobile Homes Park Carlsbad, California for Western Land and Development Company R E C : : 7 -‘~ .f ‘c;, APR 14 tic; ,' 3 *~..iidlng Dt+, ,,ddnt 1636 E. Edinger Ave., Suite D, Santa ha. California 92705 - (714) 835-1808 .- -. .- .- -.~ - _- - .~. -- ._ ,~_~ INTRODUCTION. . . . . PURPOSE . . . . . SCOPE . REFERENCES: : : : PROPOSED GRADING. GEOTECHNICAL FINDINGS SITE CONDITIONS . EARTH MATERIALS . GROUND WATER. . . SEISMICITY. . . . CONCLUSIONS . . . . . FEASIBILITY . . . TABLE OF CONTENTS ........... ........... ........... ........... ........... ........... ........... ........... ........... ........... ........... ........... FOUNDATION SOILS. . . . . . . . . . . . Volume Change Under Load . . . . . Shrinkage Due to Compaction. . . . GROUND WATER. . . . . . . . . . . . . . SEISMICITY. . . . . . . . . . . . . . . RECOMMENDATIONS . . . . . . . . . . , . . . SITE FILL PREPARATION. ........... General. ............. Existing Improvements. ...... Stripping. ............ MATERIAL AND PLACEMENT ...... Suitability. ........... Compaction Standard. ........ FOUNDATION AND STRUCTURE DESIGN .... Footings ............. Support. ........... Allowable Bearing Value. ... Embedment. .......... Slabs-On-Grade ...... Moisture Barrieis. . . . Found,cion Area Settlement .' : : : LAKE CONS:dUCTION ........... . . . . . . . . . . . . . . SWIMMING POOL CONSTRUCTION. SLOPE STABILITY - FLOOD CONTROL CHANNELS: BRIDGE FOUNDATION DESIGN. . . . . I . a . Abutments. . . . . . . I . . . . . . Interior Bents . . . . . . . . . s . Allowable Bearing Value. . . . . Footing Settlement . . . . . . . Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 1 2 : 6 11 :: :: :: 2 15 15 :5 - Our Job 71-02 Page ii PLATES Plate 1 - Location Map Plates 2.1 through 2.4 - Geotechnical Maps Plate 3 - Piling Design Criteria APPENDIX SUPPORTING DATA EXPLORATION TESTING - Moisture Density Compaction Tests Grain Size Distribution Consolidation Tests Strenght Tests PLATES ;:~~~sAA;l.l through A-l.7 - Log of Drill Hole - - Classifications and Descriptions Plate A-3 - Compaction Test Data Plates A-5.1 through A-5.6 - Consolidation Test Data Plate A-6 - Shear Test Data Plate A-7 - Legend to Test Data , - -. _. - - - -.~ -- - .- - - INTRODUCTION PURPOSE This report presents the results of our investigation of soil conditions at the site of the proposed Ranch0 Carlsbad Mobil Homes Park located on El Camino Real, in the eastern part of Carlsbad, California (see Plate 1 - Location Map). Our investigation was performed at the request of Mr. Ronald Schwab of Western Land & Development Corporation, the project developers. SCOPE The scope of the investigative work covered by this report is as follows: 1. Subsurface exploration, laboratory testing and engineering analysis to determine the physical properties of the soil materials which will be generally encountered in the site grading and specifically in the structures areas. 2. Formulation of conclusions and recommendations pertaining to the influence of soil conditions on the static and dynamic design of the proposed structures and drainage channel. - -. - - Our Job 71-02 Page 2 - REFERENCES \ The following listed reports were,used for reference ..-. during this investigation. (1) "Soil Investigation For The Proposed Ranch0 Carlsbad Mobilehome Park" by Woodward-Clyde & Associates, dated 1969 - (2) Letter-report dated January 11, 1971 prepared by Evans, Goffman & McCormick - -. _- ._ . _- - PROPOSED GRADING The proposed grading is to consist principally of placing fill in the near-level areas obtained from the hill at the east end of the property. A small lake and two flood control channels are also to be excavated. The proposed grading concept is shown on Plates 2.1 through 2.4 - Geotechnical Map. GEOTECHNICAL FINDINGS SITE CONDITIONS Reference is made to report refer>:ice (1) for a general description of site conditions in December, 1968. Very little change was evident at the time of our investigation. EARTH MATERIALS The descriptions of the earth materials included in - - - - Our Job 71-02 Page 3 00 .($$I ,I&, ~.r~. -I- @J@ reference (1) were basically verified by our investigation. GROUND WATER - At the time of the investigation, free water was - encountered in the recent six feet below ground surface. SEISMICITY - - Seismicity is concerned with earthquakes; the abrupt release of accumulated strain energy and stress in the rock materials of the earth's crust. Recurring accumulations and releases of strain energy have resulted in systems oft faults or zones of weakness in the earth's crust which are likely to be associated with future earthquakes. There are no faults within-f the site which are known to have been associated with earthquakes during the period of instrumented seismic study; approximately 60 years. The mission church at San Juan Capistrano, approximately 30 miles from the site, was destroyed by an earthquake on December 8, 1812. The fault system with which this earthquake was associated is not known. On the basis of proximity it may have been either the Newport-Inglewood or Elsinore fault zones. - - - Our Job 71-02 Page 4 @@ i- @@ The site is located approximately 45 miles from the epicenter of the "Long Beach" earthquake of March 11, 1933, Richter magnitude 6.3. The off-shore extension of the Newport- Inglewood fault with which this earthquake was associated is - probably within 45 miles of the site. The site is approximately 25 miles southeasterly from the Elsinore Fault Zone which has not been associated with - - earthquakes of magnitude as great as 6.0 during the period of instrumented seismic study. - - - .- - - - There are insufficient instrumental data from strong earthquakes to establish the precise influence of local geology on earthquake ground motion. However, sufficient observations have been made to classify sediments in marine environments as particularly responsive to earthquake excitation; three to four times more responsive than well-consolidated materials or rock. Earthquake effects of primary engineering significance are (1) surface rupture or permanent ground displacement along' the fault trace, and (2) ground vibration (elastic displacement, frequency and duration) which can cause physical damage to structures, landslides and consolidation (settlement) of loose earth materials. - 1 - - - - - - - - - - - - Our Job 71-02 @@ Page 5 -I- @@ The recurrence of seismic activity along the Newport- Inglewood fault system system may be indicative that relief occurs at a fairly consistent point of maximum strain. It is therefore, anticipated that although earthquakes may be expected in the future from this system, they should not be significantly stronger than those experienced in the past, i.e., magnitude 6.3. The relation between earthquake magnitude, M, and ground acceleration, a, in centimeters per second per second, at the epicenter may be roughly estimated by the expression: M= 2.2 + 1.8 log a. Based on this relationship, which assumes a point source of energy release, a magnitude 6.3 corresponds to a ground acceleration of 0.19g at the epicenter. CONCLUSIONS 1.10 FEASIBILITY It is our opinion that it is geotechnically feasible to develop the property for the proposed use assuming the conclusions and recommendations presented in this report are followed. 1.20 FOUNDATION SOILS 1.21 Volume Change Under Load. The soil materials which comprise the recent alluvium and topsoil (i.e., the soils 1 - - _- - - -- .- .- - Our Job 71-02 in the level portions of the property) are moderately compressible under the loads of the proposed fills and/or structures. This load-induced settlement will cause structural damage if not neutralised prior to building construction. Additionally, the soils from the hill which will be used as fill material are, according to reference (l), expansive. This expansion could affect both structures and- pavements and should be re-evaluated at the completion of rough grading. 1.22 Shrinkage Due to Compaction. It is our opinion that the loss in soil volume due to excavation and replacement as compacted fill at an average relative compaction of 93 percent will be (1) on the order of 10 percent for the materials taken from the hill area, and (2) on the order of 15 percent for the recent alluvium present inthe near- level portions of the site, 1.30 GROUND WATER Present and anticipated ground water levels will in- fluence the construction and maintenance of the proposed facilities. The proposed flood control channels will improve ground water conditions by establishing a per- ~ round water levels. - -_ - 1 Our Job 71-02 1.40 SEISMICITY Statistical analysis of California earthquake data indicates the following probabilities of ground acceleration at the site with respect to a 50-year life of the improve- ments. Ground Acceleration g-acceleration of gravity O.lOg 0.15g 0.2og 0.25g 0.3og Once Per 50 Years Probability 88% 64% 40% :;; 0 The predominant period of ground motion at the site due to local earthquake (recurrence of the "Long.Beach" . earthquake, for example) is expected to be 1.0 second to 2.0 seconds. The expected duration of strong shaking is - estimated to be on the order of 10 seconds. -- The predominant period of ground motion due to distant (50 miles or more) earthquakes is expected to be longer than 1.0 second. Economically, there is an optimum earthquake-resistant -. .- design depending on (1) the probability of earthquakes of various intensities, (2) the cost of designing and con- strutting appropriate earthquake resistance, (3) the loss - 1 - - - ,- ._ ,- .- -. -- Our Job 71-02 Page 8 @@ of use of incapacitated facilities and (4) the cost of repairing earthquake damage. For design calculation it is suggested that simulated earthquake motions as defined by "Simulated Earthquake Motions", Jennings, housner and Tsai, California Institute of Technology, April, 1968, be considered. Of the data presented in this reference, the Type C-l earthquake is regarded as most representative of the earthquake ground motion likely to be experienced at the site. RECOMMENDATIONS 2.10 SITE PREPARATION 2.11 General. Except as modified by the recommendations presented in this report, all site preparation and grading should be performed in accordance with our Minimum Standard Grading Specification of February, 1968. 2.12 Existing Improvements. All existing building foundations, cess pools, septic tanks, irrigation lines and other similar improvements should be removed and replaced with compacted fill. 2.13 Stripping. Stripping (i.e., removal of in-place soils) is recommended under the following conditions: 1 - - - - Our Job 71-02 Page 9 - - - ,- A. To a depth of 12 inches below ground surface in those non-structural areas involving fill of more than two feet. .- B. To a depth of two feet below finish grade (with a minimum depth of 12 inches), in those~non- - - .- structural areas involving fill of two feet or less. C. To a depth of two feet below natural grade (with a minimum depth of 12 inches) in those non- structural areas involving cut. Provision should be made to extend stripping in this case to remove soft spots which extend below two feet. D. To a depth of five feet below footing elevations within a limit of five feet horizontally beyond building or structural footing lines. This stripping will provide for a compacted fill load- transfer blanket for structural footing. 2.20 FILL MATERIAL AND PLACEMENT 2.21 Suitability. All on-site soils, including those re- moved by stripping, are suitable for use as compacted fill when placed at or near optimum moisture contents. - - - - Our Job 71-02 - - - - - - - - - - - @@ Page 10 -I- ~@@ 2.22 Compaction Standard. All soil materials used as compacted fill, or processed in-place soils, should be brought to near-optimum moisture content and compacted. to at least 90 percent of the maximum density per ASTM Test Method~D1557-66T (modified to use three layers). 2.30 FOUNDATION AND STRUCTURE DESIGN Based on plans presently available, it is understood that there are six buildings to be constructed on the property, i.e., an administration building, recreation building, clubhouse and three laundry buildings. All are to be of wood-frame, one-story construction. A limited portion of the clubhouse is two-story construction. The location and general nature of the structures are shown on Plates 2.1 through 2.4. 2.31 Footings. Assuming site preparation is performed according to our recommendations, it is our opinion that the structures listed can be supported by shallow continuous wall and isolated column footings. - Support - All footings and slabs-on-grade should be - supported by at least five feet of compacted soil material. - ? - - - C&m Job 71-02 - - - - - - - - - - Allowable Bearing Value - Maximum of 2000 pounds per square foot for live plus dead load. Isolated column footings which have a contact bearing area of 16 square feet or more should be limited to an allowable bearing value of 1500 pounds per square foot. Embedment - Minimum of 12 inches below lowest adjacent grade. 2.32 Slabs-On-Grade. A conventional slab-on-grade system should provide adequate light- to medium-duty floor support, assuming the slab is a "nominal four inches" thick and wire-mesh reinforced. Detailed slab design recommendations should be finalized following rough grading, so that the soils actually supporting the slab can be evaluated. 2.33 Moisture Barriers. Moisture and vapor barriers, such as plastic sheeting should be provided under all interior slabs-on-grade. 2.34 Foundation Area Settlement. Some settlement will occur as a result of the loads imposed by the proposed fills. A minimum of 30 days should elapse between fill completion and foundation construction to permit the majority of this settlement to occur. Direct-reading settlement platforms should be installed so that settlement can be monitored. - - 1 - -~ ,_. - - - - - - - - Our Job 71-02 @O f+J ,x: Page 12 @@ 1, 2.40 LAKE CONSTRUCTION Construction of the lake as proposed would create a potential ground water gradient towards both the clubhouse and recreation building. If that gradient were allowed to develop, a shallow foundation system would, not be feasible for either structure. One oft the following listed alter- native corrective measures are available and should be utilized to minim&e this possibility. (A) The lake should be lined with either plastic sheeting, gunite or an equipment-width,~ compacted, impervious, clay blanket. (B) The'lake slopes should be treated with bentonite or a chemical sealant so long as it was under- stood that at least a portion of the lake,slopes would have to be resealed if the lake was ever drained at a time when the ground water level was higher than the lake bottom. cc> A sub-drain-system shoulhb.. sides of the lake&intercept lake leakage and .c"--,- - maintain a low ground waadienf. Such a /-____--. l_-..L .,_. ,.,-._,. ___, .,,,., - system is illustrated on Plate 2.3 - Geotechnical &P. These sub-drains would consist of four-inch 1 - - Our Job 71-02 - -~ - - - - - - - @@ Page 13 -I- @J@ diameter , perforated pipe drains embedded in a compacted rock and sand bacmwith a gradient - r) approximately as shown on Plate 2.3. It should be noted that it may prove necessary to con- struct the subdrains described in item (C) above, solely to permit formation of the lake slopes and installatiw permament linipe, If the subdrains are not installed and a plastic lining is used for the lake, we recommend that the portion of the lining below elevations +45 be provided with a minimum to counterbalance ?\ b/a, bouyant forces on the lining when the lake is drained. % 2.50 SWIMMING POOL CONSTRUCTION We recommend that the swimming pool be designed to (1) impose a live plus dead load on the foundation soils ,/ l 4 of not more than 130 times the pool depth, in pounds per a< @ Q square foot, and (2) resist a bouyant force equivalent & to a water head equal to elevation +45 less the elevation \ A of the pool bottom (i.e., on the order of five feet). 2.60 SLOPE STABILITY - FLOOD CONTROL CHANNELS The proposed flood control channel will, in our opinion, be grossly stable under static and anticipated dynamic , - - - - - .- - -- - - - - Our Job 71-02 Page 14 2.70 2.71 loading conditions at inclinations as steep as 1% hori- zontal to 1 vertical. However, at an inclination of 12, horizontal to 1 vertical, we anticipate substantial erosion and shallow slumping under conditions of fluctuating ground and channel water levels. Additionally, slope planting will be difficult to maintain, An inclination of 2 hori- zontal to 1 vertical, or flatter, would, in our opinion, be more desireable. BRIDGE FOUNDATION DESIGN As shown on Plate 2.1 - Geotechnical Map, the main entrance road will cross the flood control channel via a bridge. Bridge support will apparently be provided by two abutments and two interior bents located at the toe of the channel slopes. Abutments. The abutments may be supported by either a shallow, pad footing or be driven or cast-in-place piling. If a shallow, pad footing is used, we recommend the same sizing criteria as described in of this report, and its use would be dependent upon providing permanent upstream and downstream erosion protection for the channel in the area of the bridge. If driven or cast-in-place -- - - -. Our Job 71-02 piling are used, we recommend sizing according to Plate 3 - Piling Design Criteria. In the case of cast-in-place piling, anticipate tremie concrete placement with casing for hole protection. It should be noted that Plate 3 provides ultimate resistance values. We recommend that ._~ - - -~ . . a factor of safety of at least 2 be applied to these data to compensate for variations in soil conditions. 2.72 Interior Bents. The interior bents can also be supported by either shallow pad footings or driven or cast- in-place piling. If shallow pad footings are used, the following criteria should apply: A. Allowable Bearing Value - 1000 pounds per square foot plus 200 pounds per square foot for each foot of embedment to a maximum of 1600 pounds per square foot, for live and dead loads. B. ,Footing Settlement - Estimated one inch minimum upon loading. C. Protection - Permament upstream and downstream erosion protection including cut off walls to eliminate scour. It should be noted that the soil materials at channel grade in the bridge area will be predominately clayey, and .- 1 - - - - -~ - -~ /- Our Job 71-02 Page 16 the process of forming and pouring concrete will be 2 difficult. 0 If driven or cast-in-place piling are to be used, we recommend sizing according to Plate 3 - Piling Design Criteria. In the case of either shallow or deep footings, lateral loads may be resisted based on an allowable passive soil resistance of 250 pounds per square foot per foot of depth. The Plates and Appendix which are attached and complete this report are listed in the Table of Contents. Respectfully submitted, EVANS, GOFFMAN & MCCORMICK Dennis A. Evans Civil Engineer 14450 JEG:DAE:si - 1 - - , - - - -- - .- iE .- .- OBJECT Location Map SUBJECT Ranch0 Carlsbad Mobile Home Park DATE 2/15/71 BY DAE CHKD. SHEET 1~ OF 1 JOB NO. 71-02 Evans. Gqffman 8, M*Cormick PLATE 1 r i / ! t a ,- a < i t E a I j :- : ‘-- : c _. <- ! _.~ & 0 j . I a :: w : - , !: E 0 - ..- *GRAPH VALUES FOR STRAIGHT- SHAFT ONLY ARE FOR UNIT DIAMETER. FOR TOTAL CAPACITY OF OTHER SIZES, MULTIPLY CHART VALUES TIMES SHAFT DIAMETER. RESISTANCE VALUES ARE ULTIMATE WITHOUT CONSIDERATIO OF.FACTOR OF SAFETY. STRAIGHT-SHAFT, CAST-IN-PLACE PILING (UNDRIVEN)* 40 . TOTAL ULTIMATE RESISTANCE - KIPS OBJECT PILING DESIGN CRITERIA SUBJECT RANCH0 CARLSBAD MOBILE HOMES PARK DATE 2/16/7I BY DAE CHKD. SHEET 1 OF 1 JOB NO. 71-02 Evans. Gqffman & M%ormick PLATE 3 -- - Our Job 71-02 - - Page A-l @j@ @@ + - APPENDIX SUPPORTING DATA EXPLORATION Surface observations and review of previous, refer- .- - enced work by Woodward-Clyde & Associates were supplemented with seven drill holes ranging in depth from 8 to 21 feet. The locations of the drill holes per this investigation are shown on Plates 2.1 through 2.4. The geologic and engineering field classifications and descriptions of the materials encountered -. are presented on Plates A-l.1 through A-l.7 - Log of Drill Hole. Plate A-2 is a "fold-out" legend to these logs. -. TESTING - - .- .- - Moisture-Density. Field moisture content and in-place density were determined for all undisturbed samples; these re- sults are presented on the right-hand column of Plates A-l.1 through A-l.7 - Log of Drill Hole. Compaction Tests. Selected samples were tested for their compactive characteristics using the three-layer criteria of ASTM Test Method D-1157-66T. The test results are summarized on Plate A-3 - Compaction Test Data. 1 Our Job 71-02 - - Grain Size Distribution. Grain size distribution, including Atterberg Limits and hydrometer analysis, were deter- mined for representative samples of the proposed fill materials. These results are summarized on Plate A-3 - Compaction Test Data, and Plate A-4 - Grain Size Distribution Data. - Consolidation Tests. Consolidation tests were per- formed on selected undisturbed samples of the materials which will serve as a foundation for the proposed fills and structures. These test results are presented on Plates A-5.1 through A-5.6 - Consolidation Test Data. _. _.. Strength Tests. Triaxial compressional tests were performed on a number of undisturbed samples. All samples were saturated prior to testing using the backpressure technique. - Confining pressures were adjusted to simulate in-situ conditions - .- and the samples were subject to a constant rate of strain of .005 inches/minute to failure in an undrained condition. Measure- ments were made with a load cell and strain pick-up and trans- ferred electronically to an X-Y recorder. The results are summarised on Plate A-6 - Shear Test Data. A legend to the test data is presented as Plate A-7. The Plates which complete this Appendix are listed in the Table of Contents. - -, 1 I - - ? ,. . ((-\ L - DRILLED l/18/71 WITH Rotary Bucket DIAMETER OF DRILL HOLE IN INCHES 18 LOGGED BY JEG DH 1 SURFACE ELEVATION IN FEET +52 DATUM Mean Sea Level GEOLOGICAL ENGINEERING ALLUVIUM brown,moderate-ly firm to soft,interbedded with SILTY SAND (SM),brown,mod- erately firm to soft,with varying amounts of clay r;-v ^ ';: I5 2;: ?$I 22,105-CN 35 5;: (T) .-.-. - ; T-: 24,103-CN T Bottom at 21 feet,caving below 18 feet. Water level at 5 feet. Hole backfilled., SHEET 1 OF 1 LOG OF DRILL HOLE LEGEND ON PLATE A- 2 JOB 71-02 Evans, Goffman 8, McCormick PLATE A-1.1 iWRl3 12-67 -. .~. -~. / __ i -- i -. - - - - - .- c - .- DRILLED l/18/71 WITH Rotary Bucket DIAMETER OF DRILL HOLE IN INCHES 18 LOGGED BY JEG DH 2 SURFACE ELEVATION IN FEET +57 DATUM Mean Sea Level CLASSIFICATION AND *et --r-T v-1 J- ALLUVIUM SHEET 1 OF 1 LOG OF DRILL HOLE LEGEND ON PLATE A- 2 JOB 71-02 Evans. Goffman 8, McCormick PLATE A-l.2 iY-6313 12-67 $ - _- /^- .- ~.- ._ i I i DRILLED l/18/71 WITH Rotary Bucket DIAMETER OF DRILL HOLE IN INCHES 18 LOGGED BY JEG DH 3 SURFACE ELEVATION IN FEET 254 DATUM Mean Sea Level GEOLOGICAL TEST DATA CLASSIFICATION CLASSIFICATION AND caving below 5 feet. Hole backfilled, SHEET 1 OF 1 LOG OF DRILL HOLE IOB 71-02 FGY-PI> 13-c.7 --.~. ..a., A- “. LEGEND ON PLATE A- 2 Evans. Goffman 8, McCormick PLATE A-l.3 .- ‘-- .-~ -- 1 ! -..- .-. ,rl I ! ! / : ! . . I !- jr ! I- i i-- )f?ILLED l/18/71 WITH Rotary Bucket IIAMETER OF DRILL HOLE IN INCHES 18 .OGGED BY JEG DH 4 SURFACE ELEVATION IN FEET 250 DATUM Mean Sea Level ALLUVIUM dark brown, soft occaslona SILTY SAND (SMy,'tan,fin& to coarse and to coarse Bottom at 21 feet. Minor caving between 17 and 18% feet., Watbr below 4 feet. Hole backfilled. SHEET 1 OF 1 LOG OF DRILL HOLE LEGEND ON PLATE A- 2 JOB 71-02 Evans. Goffman & McCormick PLATE A- 1-L EGY-RU 13-67 I t - - .- - - .- / I- / i- / .- ,- . I_ ! 1 ;- 1 !- DRILLED l/18/71 WITH Rotary Bucket DIAMETER OF DRILL HOLE IN INCHES 18 LOGGED BY JEG DH 5 SURFACE ELEVATION IN FEET +52 DATUM Mean Sea Level ALLUVIUM LTY SAND (SM),brown,medi- CLAYEY SILT Bottom at 22 feet. Water at 34 feet, caving at 3 to 9 feet and 19 to 22 feet. Hole backfilled. SHEET 1 OF 1 LOG OF DRILL HOLE JOB 71-02 LEGEND ON PLATE A- 2 Evans. Goffman & McCormick PLATE A- 1.5 iWRl3 12-67 DRILLED l/18/71 WITH Rotary Bucket DIAMETER OF DRILL HOLE IN INCHES 18 LOGGED BY JEG DH 6 SURFACE ELEVATION IN FEET 255 DATUM Mean Sea Level GEOLOGICAL ENGINEERING TEST DATA CLASSIFICATION CLASSIFICATION AND ALLUVIUM CLAYEY SAND to coarse wit SAND (SP),tan,fine to Bottom at 17 feet. Seepage at 4% feet and 12 feet. Minor caving below 12 feet. Hole backfilled. SHEET 1 OF 1 LOG OF DRILL HOLE LEGEND ON PLATE A- 2 IOB 71-03 Evans. Goffman & McCormick PLATE A- 1.6 1 - . f--Y !- .- ! _- .- i _- _. ,- - -. .- ..- - .- _.. .- _. _- ,- ; -. ,- -. _.. - ,- i -. n ii -, DRILLED l/18/71 WITH Rotary Bucket DIAMETER OF DRILL HOLE IN INCHES 18 LOGGED BY JEG DH 7 SURFACE ELEVATION IN FEET 2 38 DATUM Mean Sea Level ALLUVIUM SILTY CLAY (CL),with sand, Bottom at 12 feet. Seepage at 3 feet, water level at 5 feet. Caving below 10 feet. Hole backfilled. - - -._ - - _- - c * -I 0 - --Q’ : _. - r: 2 .- - 5 5 - - E ~_~ 2 ..- 140’ i IL v 2130 0 lr 2 z 2120 2 z > $110 t 0” iG 0 MOlSTURE CONTENT IN PERCENT OF DRY WEIGHT 100 LOCATION (1) BORING OR TEST PIT DH-1 OEPTil, IN FEET l-2 REPRESENTATIVE FOR .TopGoil F l *s \ 0 T I (2) / Jc (1) I Zero Air Voids \ l-2 Alluvium SOIL CLASSIFICATION GRAIN SIZES IN PERCENT OF DRY WEIGHT SAND (RETAINED ON#200 SIEVE) FINES (PASSING # 200 SIEVE) 24 52 ATTERBERG LIMITS,IN PERCENT OF DRY WEIGHT (1) LIQUID LIMIT PLASTICITY INDEX NP 5 SOIL TYPE AND DESCRIPTION Silty Sand Sandy Silt , with clay COMPACTION PROPERTIES METHOD OF COMPACTION ASTM STANDARD TEST METiiOD D-1557- G4T EPUIVALENT TO A.A.S.H.O. SOIL COMPACTION TEST T180-57(1/50 CUBK FOOT MOLD, IO POUND HAMMER FALLING 18 INCHES, 25 BLOWS PER LAYER),MODlFlED TO THR E LAYE S OPTIMUM MOISTURE CONTENT,IN PEeCENT OF DRY WEIGHT (5) (5) MAXIMUM DRY DENSITY, IN POUNDS PER CUBIC FOOT. 11 119 COMPACTION TEST DATA 108 71-02 Evans. Goffman ,& MaConnick PLATEA -3 d x -- I 0 - 0; l c - - -g - -_ f5 5 .- - : - a 0 ll. 6. STANDARD SIEVE SIZE 0 100: : IO GRAIL-SIiE Iif 0.01 0.00, UILLIM ET&:; . . ORAVEL i SlNO COBI)LCS IJ i COARSE ! ,Il.T OR Cl..” FINE icoARsE: YEOIUY : FINE : PARTICLE SIZE. DISTRIBUTION LOCATION DRILL HOLE OR TEST PIT DK DH(Z) DA32 DEPTH, IN FEET i 8 ; REPRESENTATIVE FOR Alluvium Alluvium Alluvium SOlL CLASSIFICATION ATTEABERG LIYITS,IN PERCENT Of DRY WEIGHT (1) (3) LIQUID LIMIT 26 PLASTICITY INDEX 6 2 :“3 SOIL TYPE AND DESCRIPTION (1) Silty Sand (SM), with clay (2) Silty Sand (SM), with clay (3) Clayey Saad (SC), with silt GRAIN-SIZE DISTRIBUTION DATA Evans. Goffman MCCormhck PLATE A-4 _- - - Y E - .- - W .- 2 0 - LOAD IN POUNDS PER SOUARE FOOT LEGEND ON PLATE A-7 CONSOLI DATI0.N TEST DATA JOB 71-02 Evans. Goffman &I McCormick PLATE A-5 - .- - - d Y -s 0 -.~ .- y $ - -- ii (3 7: W - .-. W 2 a LOAD IN POUNDS PER SQUARE FOOT 8 3 g; 8 2” 5 5 g mg[x 0 - - \ 2 -. -N \ (3 w \ u 2 \ I \ \@ \ t w \ ii . 2 ‘.a ‘1, v) 4 \ \ \ \ k \ 5 s 6. \ \ ! J \ z z 8. I= 2 3 :: $1 u LEGEND ON PLATE A- 7 CONSOLIDATION TEST DATA IOB 71-02 Evans. Goffman & McCormick PLATE A-51 - .- . . . . .- f _- .- -. _- - .- -.. - .- LOAD IN POUNDS PER SQUARE FOOT 8 8: 8;s :: 8 s s: g 2” N si s 8 go (D (D 0’ c I 0 ii 2 I w 2 5 4 0-J 4 v = WATER ADDED LEGEND ON PLATE A-? CONSOLIDATION TEST DATA JOB 71-02 Evans. Goffman & McCormick PLATE A-5.: - .- .~- .- .- - d Y -X 0 - -g .- -~ & 0 I5 - W l- -2 - - LOAD IN POUNDS PER SQUARE FOOT 0 tjy$ i$g- g 8 s Ei 0 E E is s 2 I- 5 9 W J i s IL 0 I- =8 E . if . . . z \\ z lo \ \ 0 I= 2 i 1 :: z c) 1 ‘1 LEGEND ON PLATE A- 7 ~CONSOLIDATION TEST DATA JOB 71-02 Evans, Goffman & McCormick PLATE A-5.1 __ .- .- - -~ g 0 _. ‘-’ is z W -. - W I- ._ 2 LOAD IN POUNDS PER SQUARE FOOT k5 -\\ \, . Liz \\, \\ i 6 \ * it! z 14 LEGEND ON PLATE A- 7 CdNSOLI DATION TEST DATA JOB 71-02 Evans. Goffman & McCormick PLATEAti., .- - .- - c h - I 0 .- .- 2 0 _- E t W - - W 2 -a - .- LOAD IN POUNDS PER SQUARE FOOT Lit w 12 \ \ 2 \ 2 z15 ’ \ \ 0 I= 2 ?18 :: LINE SYMBOL’ ---- z LOCATION,DEPTH DH-5 @ 9 1 DH-% @15 1 0 CLASSIFICATION SM SM SAMPLE TYPE N N M 22 24 D 103 102 OPT. M MAX.D RC a= WATER ADDED LEGEND ON PLATE A-’ CONSOLIDATION TEST DAtA JOB 71-02 Evans, Goffman & McCormick PLATE A-j.1 _^. _- 1- _- - -. -- 0 Y .- x 0 -. -. OI > c -& 0 - - E 5 PEAK StiEAR ST’RENGTH IN POUNDS PER SOUARE INCH E ?I W a a 3 0 m a w n. VI n 2 3 0 n. 2 n a 0 -I A a E : z All tests performed on undisturbed, saturated SHEAR TEST DATA JOB 71-02 Evans. Goffman 81 M°Cormick PLATE A-6 - - .- -~ - - -. -. _- -~ -. - SYMBOLS A A - GRANULAR SOIL @L-- COHESIVE SOIL OR ROCK TEST AT SATURATED MOISTURE CONTENT TEST AT MOISTURE CONTENT AS INDICATED’ cl3 WATER ADDED DURING TEST ABBREVIATIONS DH-I6 - DRILL HOLE NUMBER TP-I2 - TEST PIT NUMBER ($7’ - DEPTH BELOW GRADE IN FEET (SM) - SOIL TYPE EXPRESSED IN LETTER SYMBOL OF UNIFIED SOIL CLASSIFICATION SYSTEM AL(45110) - ATTERBERG LIMITS (LIQUID LIMIT/PLASTICITY INDEX) ‘TYPE OF SAMPLE TESTED N - UNDISTURBED NATURAL SOIL F - UNDISTURBED COMPACTED FILL SOIL R - SOIL REMOLDEO IN LABORATORY Y M - MOISTURE CONTENT IN PERCENT OF DRY WEIGHT AT WHICH . TEST WAS D - DRY DENSITY INITIATED IN POUNDS PER CUBIC FOOT , OPf. M - OPTIMUM MOISTURE CONTENT IN PERCENT OF DRY WEIGHT MAX.0 - MAXIMUM DRY DENSITY IN POUNDS PER CUBIC FOOT RC - RELATIVE COMPACTION IN PERCENT OF MAXIMUM DRY DENSITY ‘x - TIME (IN MINUTES) FOR”w”PERCENT DF CONSOLIDATION TO TAKE PLACE LEGEND TO TEST DATA JOB 71-02 Evans. Goffman~ & MOCormick PLATE A-7 “-_* m .--.%-a