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Contract - GEO-ETKA - 2013-04-30 GEO ® ETKA9 INC . i' ' Established 1965 1,4 Soil Engineering, Geology and Environmental Engineering r �c ' Material Testing and Inspections 739 N. Main Street, Orange, CA 92868 • Phone (714)771-6911 • Fax(714)771-1278 • Email: geoetka @aol.com ' FOUNDATION SOILS EXPLO TION AND PAVEMENT DESIGN RECOMMENDATION AT ' Project # 199 ' Fairview Road Between 405 Freeway and Sunflower Avenue ' Costa Mesa, California 1 ' FOR Costa Mesa Sanitary District ' 628 West 19th Street Costa Mesa, California 92627 ' Date: April 30, 2013 Job No: FR-11333-13 I I GEO-ETKA, INC. Job No: FR-11333-13 ' TABLE OF CONTENTS 1 DESCRIPTION PAGE NO. iScope 1 ' Proposed Construction 1 Site Condition 1 ' Soil Condition 2 Exploration 2 ' Laboratory Testing 2 ' Conclusions 3 Suitability of the Project 3 ' Strength Characteristics 4 Expansion Potential 4 Sand Equivalency Test Results 4 ' Resistance "R" Value 4 Chemical Test Data Recommendations 5 Bearing Values..._ 5 ' Earth Pressure 5 Pavement Design 5 Excavation and Temporary Shoring 5 ' Demolition and Tree Removal 6 Grading 7 I GEO-ETKA, INC. ' Job No: FR-11333-13 I ' DESCRIPTION PLATES Plot Plan "A" ' Boring Logs "B-1" through "B-3" 9 g ' Shear Curves "C-1" and "C-2" ' Consolidation Curves "D-1" through "D-5" Resistance "R" Value Plate "R" ' Typical Temporary Excavation Detail "TTED" ' APPENDICES I Soil Classification and Sampler II Limitations 1 I II GEO-ETKA, INC. Job No: FR-11333-13 ' Scope This report presents the results of our Foundation Soils Exploration and Pavement Design Recommendations of the site of the proposed replacement of sewer line for Project #199 located at Fairview Road between 405 Freeway and Sunflower Avenue, Costa Mesa, California. The physical location and approximate dimensions of the site are shown on the attached Plot Plan, Plate "A". This plans accuracy is as good as was submitted to our office, for dimension of the property use plans by surveyors or civil engineers. An investigation was authorized to determine the existing soil conditions at the site and to provide data and specific recommendations relative to the installation of the new sewer line in accordance with our revised proposal dated 3-21-13 and Costa Mesa ' Sanitary District Purchase Order No.00001393. Refer to Appendix II for an explanation of the limitations inherent in the field. Proposed Construction Proposed plans are to add a manhole to the existing 8 feet deep sewer line as shown on Plate "A". The area disturbed by the construction phase will be repaved. This report is prepared for the client/owner, the project engineers and the governing agencies. Use of its contents by third parties will be at their own risk. Chemical testing for detection of hydrocarbons or other potential contaminants is beyond the scope of this report. Environmental assessment is not a part of the work ' undertaken. Site Condition The site of the existing 2000 feet long sewer line has a level surface. It is located along tthe south side of Fairview Road between the 405 Freeway and Sunflower Avenue. With reference to the site investigated, all 4 of the contiguous properties are at the same elevation as the subject area. Drainage is down towards the north by sheetflow. 1 GEO-ETKA, INC. Job No: FR-11333-13 Soil Condition ' The on site soil is layers composed of la of p y o sandy clay, silty sand, clayey silt, and aggregate base, as noted, extending to the depth of the borings 25 feet. Note that soil variations in soil type may occur between the borings. For a detailed soil classification refer to logs of the borings, Plates "B-1" through "B-3". ' No ground water was noted; however, some of the soil is moist and i s recommended to be replaced with imported sandy materials. Man-placed fill was encountered during the course of the field investigation. All fill found irrespective of depth or lateral extent must be removed and replaced as ' compacted soil. Exploration rThe subsurface was explored by drilling 3 borings, 6 inches in diameter, to a depth of 25 feet below the existing ground surface. The borings were placed in strategic locations ' where the major structure is to be constructed in a manner to determine the subsurface conditions. Approximate locations of the borings are shown on the attached Plot Plan, Plate "A". All of the borings were logged by our soils technician. Samples of both undisturbed and disturbed soils encountered were obtained for laboratory testing and observation. Logs ' of the borings are shown on Plates "B-1" through "B-3". The soils are classified in accordance with the Unified Soil Classification System described on an attached Plate. ' This Plate also shows the type of sampler used in obtaining undisturbed samples. Laboratory Testing The field moisture content and dry densities of the soils encountered were determined by performing tests on the undisturbed samples in accordance with ASTM Test Method D-2216-05. The results of these tests are shown on the Logs of Borings, Plates "B-1" through "B-3". Density and field moisture information is useful as indicators of the nature and quality of the material. Direct shear tests were performed on selected, undisturbed samples of the soils in order to determine the strengths and supporting capacities of the soils in accordance with ASTM Test Method D-3080-04. The method of performing these tests is to saturate the sample, to extrude the sample into the test apparatus, to apply the normal load, and than to allow sufficient time to elapse to dissipate any excess hydrostatic pressure. The sample is then subjected to a strain-controlled single plane shear test. The method of applying the normal and shearing load is such as to allow the sample to change in volume without producing an associated change in the normal stress. The shearing stress is measured at a constant rate of strain of approximately 0.05 inches per minute. 2 GEO-ETKA, INC. Job No: FR-11333-13 ' Laboratory Testing (cont'd) Selected samples of soil were tested at confining pressures similar to those of the 1 materials in-situ. Additional specimens from the same samples were also tested at increased normal pressures in order to determine the increase in shear strengths associated with increased inter-granular pressure. The test results are plotted graphically on Plate "C-1" and "C-2". The resulting values are as follows: Angle of Internal Cohesion Soil Type Friction (degrees) (p.s.f.) ' Sandy Clayey Silt 21 420 Sandy Clayey Silt 27 120 Sandy Clayey Silt 26 170 Sandy Clayey Silt 29 185 Consolidation tests were performed on saturated specimens of the typical foundations soils in accordance with ASTM Test Method D-2435-04. Consolidometers are designed to receive the undisturbed soil samples and brass rings in the field condition. Porous stones placed at the top and bottom of each specimen permit free flow of water into or from the specimen during the test. ' Successive load increments were applied to the top of the specimen and progressive and final settlements under each increment were recorded to an accuracy of 0.0001 inch. The final settlements so obtained are plotted to determine curves shown on Plates "D-1" through "D-3". CONCLUSIONS ' Suitability of the Project The site is suitable for its intended use, namely an addition of a manhole to the existing, ' 8 feet deep sewer line. In designing the proposed sewer, the criteria given in the design section should be adhered to. a) The construction of this project will not affect the stability of the surrounding structures, such as walls, electric poles, etc., provided all precautions needed are followed. b) The latest applicable unified building code is to be followed as required. c) This report is subject to approval by the governing agencies. 1 3 GEO-ETKA, INC. Job No: FR-11333-13 Strength Characteristics The load bearing soils possess strength parameters adequate to support the proposed construction. Expansion Potential The on site surficial soil is classified as slightly expansive with an expansion index of 34 as per 2010 CBC/ASTM D-4829-03. ' Sand Equivalency Test Results ' Sample Sand Equivalent Location (SE) Remarks Boring 2 @ 5' 4 None of the samples are acceptable for jetting, if the Boring 2 @ 10' 3 native is used for backfill, it must be compacted and Boring 2 @ 15' 2 tested to 90%. Failure to do so will result in consolidation producing differential settlement and cracks Resistance "R" Value Resistance "R" Value Criteria is presented on Plate "R". Chemical Test Data The on site soil at an approximate depth of 12 to 18 inches was tested for the following ' chemical content. pH = 7.2 Sulphate = 333 ppm Resistivity = 4,690 ohm cms Based on the above test data, special cement concrete may be needed. See 2010 CBC/ACI 318 Section 4.3 Table 4.3.1, and Section 4.4, Table 4.4.1. Special protection is not required for the underground metallic utility pipes, for corrosives. 1 4 GEO-ETKA, INC. Job No: FR-11333-13 RECOMMENDATIONS Bearing Value A bearing value of 1,500 p.s.f. may be used. The above bearing values may be increased 1/3 when resisting loads caused by wind or seismic forces, providing the resultant size is not less than that obtained with dead load and live load only. I Earth Pressures Lateral loads will be resisted by the friction between the floor slab and sub-grade as well as the passive resistance of the soils against footings. A coefficient of friction of 0.35 may be used between slabs, footings and sub-grade. The passive resistance of the soil may be taken to be 240 p.c.f. of E.F.P. The active lateral soil pressure may be taken as 45 p.c.f. of E.F.P. Pavement Design ' Based on the test results, the design sections for Fairview Road given below should be approved or amended as necessary by the city prior to construction. It is recommended that matching the existing pavement thickness would be sufficient. Asphalt Base rock Paving Thickness Use In inches In inches Fairview Road 6 12 1 Excavation and Temporary Shoring 1 Excavations on the order of 12 to14 feet will be required for the proposed sewer-line replacement at the subject site. ' Temporary excavations up to a height of 5 feet can be cut vertically. If space is available un-shored excavations in excess of 5 feet must be must be laid back at a minimum slope of 1.5:1::H:V (above 5 feet). See attached Plate "TIED". 1 5 GEO-ETKA, INC. Job No: FR-11333-13 ' Excavation and Temporary Shoring (cont'd) Where there is insufficient room for sloped excavations, mechanical shoring plates ' (standard city specifications may be used). We recommend that Geo-Etka, Inc. observe the excavations and shoring installation, so that necessary modifications based ' on variations in the soil conditions can be made. Applicable safety requirements and regulations, including OSHA regulations, should be met. All groundwater was not encountered during the current investigations in the area of the proposed excavations. ' Caving was not noted in the borings performed; however the chances of caving will increase within larger scale excavations and should be anticipated in particularly granular material. Demolition and Tree Removal Special note should be taken during the grading so as to locate all underground items, e.g. pipe, conduit, storage tanks, septic tanks, cesspools or leach lines, water wells, ' irrigation pipe, etc. Any septic tank found should be removed from the site. Any seepage pit or cesspool found shall be pumped dry and filled with 2- sack slurry concrete. The top and sides should be broken and removed if they are within 5 feet of ' finished grade. If a water-well is found it shall be cut off and capped, 5 feet below finished grade. Any metal pipe found shall be excavated and cleared from the site. Any vitrified clay leaching lines may be broken in place. Any tree that has to be removed, due to the construction, should be completely removed and the cavity backfilled as described in the grading section. 1 Any root found shall be excavated and cleared from the site or mulched for future landscaping use. All cavities should be cut in a "V" shape so that compaction equipment will not bridge during grading which should be conducted in the manner noted below. It is recommended that the demolition be observed so as to prevent debris from remaining on or being buried on site. The demolition of the below grade items such as pipes and tree root systems must be checked by the soil engineer or his representative. I 1 6 GEO-ETKA, INC. Job No: FR-11333-13 Grading Prior to the controlled grading operations, the construction area should be stripped of all vegetation that is present and the debris removed from the site or stockpiled and mulched for later use in the planter areas. All disturbed soil from demolition process, loose, porous, soft and fill soil found during grading must be removed to firm native soil and replaced as compacted soil at 90%. During the course of grading operations, if pumping occurs it is advisable to bridge the bottom with a crushed or angular 1-inch rock layer at least 2 feet thick. Note that in no ' case should crushed miscellaneous base or washed rounded rock be utilized. A sieve analysis must be run by this office prior to import. The densification of the rock should be observed/probed and approved by a representative of this office; in such cases lightweight track equipment is recommended. ' A moderate amount of grading is anticipated in the development of this site, with upto 10 feet of trench depth to be backfilled upon installation of the manhole. It is recommended that all surface which is loose which will receive fill or backfill, be scarified to a depth of 8 inches, dried to near Optimum Moisture Content and re- compacted to a minimum of 90%. ' Due to the high moisture content, low sand equivalency, expansive clayey materials, and in consideration of the high traffic volume with the limitations from closure of traffic, ' it is our recommendation that all of the excavated materials be removed from the site. Upon the installation of the new manhole, the excavation should be backfilled using non-expansive sandy materials. Where fill or backfill is required, it should be placed in a maximum of 6-inch loose layers and each layer compacted at near Optimum Moisture Content to at least 90% compaction. Clean on site soils may be utilized as fill material. Imported fill soil should be predominantly granular, non-expansive and capable of developing the bearing strength required for the project. All import soil must be approved by this office prior to bringing to the site. All utility trenches backfilled should be tested at a maximum of 2 feet in vertical height. The City of Costa Mesa (CMSD) standard specifications for trench backfill inclusive of bedding material is acceptable and are a part of this report. ' Compaction Standard: A.S.T.M. D-1557-02. A grading and a sewer plan should be submitted to this office prior to starting the grading. A pre-grade meeting is required in accordance with the City of Costa Mesa ' grading code. 1 7 1 GEO-ETKA, INC. Job No.: FR-11333-13 I Grading (cont'd) GEO-ETKA, INC. should be retained to observe all grading operations and the required testing for implementing the recommendations of this report. If a change in the consultants occur Geo-Etka, Inc., must be notified in writing and all liability will shift to the client and his consultants of record. If conditions are encountered during the design, approval by the governing agencies, and/or the construction period that appear to be contrary to the findings of this report, this office must be notified so that proper modifications may be made. 't �0R01=ES ORespectfully submitted, GEO-ETKA, INC. w�� PSDD 3/141. =F Z G?m Vantel ' Ghayas A. Kh l n, P.E. (3'��. Civil Engineer C-38344, Expires 3-31-15 Ahmed Ali, President MS, REA II I I II 8 MIN MI NMI MI NM 11111, I= IMO MEI EN IIM MI MI =I MI NM Ell MI MI GEO-ETKA, Iv:c. J SOIL ENGINEERS AND GEOLOGISTS • PLOT PL A \ • I .1. ...4,... lioliel/ Orange-Main Business Park t 739 N.Main Street ,i it U L., .i■ 1,41 JP`,■if ■ Orange,CA 92868 All■ B DENOTES • (714)771-6911 .1 3.33 - 3 doe. ',a(. LOCATION _ • APPROX, REDUCED JOB NO ' A. ai ./, . PLATE " z , , 0 fi ', . i t ---11 • . Lu •i, a ,,„ • \ , ,..., /a • fR1 .. , — , L1.1 a . , .::. ..•: ilt`r.4., --1'.<,:.. 0 • - • --F.. _,_,,...., ......... -I .• . " I.. ..1 .25.J L25.1 L2SJ „,.. , • I . - I 7-7---- --------- _...__ 1.1– ^•-.•±_>5.2.., --si_....-n : s a • Z • , i !: • in ■-.1 . I 6.4- • / A.: ' / / & 41 S,-, i • • i. , „.., • . . • • , ,. -_____ ,....,„"r„,_ ...:,...,.. -• -7,-- _. _ _ .._. .. _ u...1 • •• _ _ _ _ _. : . CC • ._. *-torzrzezeoz '' -'• ' fe-: —• , _ —... 17F-x!"14 LL Ia • .-`--.."-a •a 1 II - . .. L.,.,.--L-...."-....., 1 •e.., ,...,, ... .... 1W-.7....- g • ..... '' L_,...:,..-....._i .--- - tr) 0 8 ' r GEO-ETKA, INC JOB NO: FR-11333-13 IPLATE B-] I BORING ONE I Percent Dry Classification Moisture Density ,, �, =_� AC ± 5" ASPHALT PAVEMENT r`x�E�� - AB AGGREGATE BASE, MEDIUM MOIST :'a. DENSE I ! • SM BROWN VERY FINE SILTY SAND MEDIUM MOIST SLIGHTLY DENSE vi . `' �ts7 SC BROWN FINE MEDIUM CLAYEY SILTY 28 . 4 93.9 a- ,,, z SAND MEDIUM MOIST FIRM 5 ' 11111 ML BROWN FINE MEDIUM SANDY CLAYEY SILTY MEDIUM MOIST SLIGHTLY DENSE IML REDDISH BORWN SANDY CLAYEY SILT 11 . 9 89 .9 MEDIUM MOIST SLIGHTLY DENSE Ii 1, ML LIGHT BROWN FINE MEDIUM SANDY CLAYEY SILT MEDIUM MOIST J.0 ' SLIGHTLY DENSE I 32 . 6 89.7 ML BROWN FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM I J5 ' 29 . 4 I I 1 ML BROWN FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM 20 ' J1 EOB 20 FEET 24 . 8 I Depth of bag sample IM Depth of undisturbed sample I ❑ No recovery V Groundwater IVertical Scale I" = 4 ' IGEO-ETKA, INC JOB NO: FR-11333-13 IPLATE "B-2" IBORING TWO Percent Dry I Classification Moisture Density I 0 AC ±5" ASPHALT PAVEMENT k AB AGGREGATE BASE D46N... s.vORK . .- ;.f: SM BROWN FINE MEDIUM CLAYEY SILTY I , .' SAND MEDIUM MOIST SLIGTHLY DENSE . , ' �' SM BROWN VERY FINE CLAYEY SILTY 14 . 2 107 . 1• 5 ' ". SAND MEDIUM MOIST SLIGHTLY DENSE I ML LIGHT BROWN VERY FINE SANDY CLAYEY SLIGHTLY MOIST SLIGHTLY DENSE ML BROWN VERY FINE MEDIUM SANDY 21 . 1 101 . 1 CLAYEY SILT MEDIUM MOIST MEDIUM 1.0 ' J DENSE ML BROWN FINE MEDIUM SANDY CLAYEY SILT MEDIUM MOIST SLIGHTLY DENSE I15 ' 0, ML GRAY BROWN VERY FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM I 20 ' ML BROWN FINE MEDIUM SANDY CLAYEY SILT MOIST SLIGHTLY DENSE I 25 ' ?. EOB 25 FEET 25 . 0 I Depth of bag sample IM Depth of undisturbed sample I ❑ No recovery Groundwater IVertical Scale 1" = 5 ' IGEO-ETKA INC JOB NO: FR-11333-13 PLATE "B-3" BORING THREE I Percent Dry Classification Moisture Density I 0' _ AC ±6" ASPHLAT PAVEMENT �`4il ; AB AGGREGATE BASE v ii "' ' SM REDDISH BORWN FINE MEDIUM 9 .5 I a } SILTY SAND MEDIUM MOIST DENSE �F �j • s I 1111 ML BROWN FINE MEDIUM SANDY CLAYEY SILT MEDIUM MOIST FIRM ML BROWN FINE MEDIUM SANDY CLAYEY 29.0 92.3 I SILT MEDIUM MOIST DENSE I 1111 ML BROWN VERY FINE SANDY CLAYEY 10 ' SILT MEDIUM MOIST MEDIUM DENSE I "y ML BROWN FINE MEDIUM SANDY CLAYEY 24 . 1 103.8 ISILT MOIST FIRM 15 ' A ML BROWN VERY FINE MEDIUM SANDY 31 .8 ICLAYEY SILT MOIST FIRM I I2011 _ <i . EOB 20 FEET I ta Depth of bag sample IM Depth of undisturbed sample I ❑ No recovery Groundwater IVertical Scale 1" = 4 ' I GEO-ETKA, INC. I Job No.: FR-11333-13 PLATE "C-1" 1 DIRECT SHEAR TEST I 2000 1 1900 I1800 1700 O I 0 1600 w Boring 1 @ 7' ct 1500 ID• 1400 Boring 2 @ 8' w I r2C 1300 w a- 1200 I0 1100 z ai 0 1000 o O. A7 900 0 1 0 800 � 700 � � I . u) 600 I ` z 500 ct Q 400 1 w � 0 300 1 200 100 I 0 0 0 0 0 0 0 0 0 0 °o °o 0 00 °o °o 00° o O O O O O O O O O 0 N CO Nt LO CO ti CO IN CO LO CO f` CO , r- v_ c- r- c- ISURCHARGE PRESSURE -- POUNDS PER SQUARE FOOT I GEO-ETKA, INC. Job No.: FR-11333-13 PLATE "C-2" I DIRECT SHEAR TEST I 2000 I 1900 1 1800 I= 1700 I o • 1600 A Boring 3 @ 6' in 1500 a 1400 Boring 3 @12' I U) • 1300 w 0- 1200 o a 1100 T\ D O 1000 ° CI_ A. 6 i 900 r - I 2 H • 800 ,-."'Fr la Z 700 Li] I CC `''''' u) 600 N I 0 z 500 w 400 co 300 1 200 / 100 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IOT N OD O� O� co a) o r- N M ,t II) (D r• CO ISURCHARGE PRESSURE -- POUNDS PER SQUARE FOOT IGEO-ETKA, INC. Job No.: FR-11333-13 IPLATE "D-1" IBORING ONE @ 7' ICONSOLIDATION TEST DATA 0 . 0000 J T T , 1 1 I 1 0 . 0040 WATER ADDED I I 0 . 0080 0 z H I w a 0 . 0120 z H H H 0 . 0160 z 1 Ei 4. H I `' N . 0 . 0200 Z O 1 (J 1 0 . 0240 , I 1 1 1 _ 1 . i 1 L O O O II O O LOAD, (KIPS PER SQUARE FOOT) IGEO-ETKA, INC. Job No.: FR-11333-13 IPLATE "D-2" IBORING ONE @ 11' IICONSOLIDATION TEST DATA 0. 0000 1 I Y 1 . , , 1 1 - I 1 I 1 0 . 0160 I ( WAT R ADDED 0 .0320 ■ o U Z H I a W Q.. 0. 0480 II0 z H I z H 0 .0640 z o I H h 4 n H I .) N 0 . 0800 Z 0 U 1 I 0 . 0960 .14"130 (7 D II 0 . 1720 . i 1 , . i . . . _ _ L _ _ 0 0 ILOAD, (KIPS PER SQUARE FOOT) IGEO-ETKA, INC. Job No.: FR-11333-13 IPLATE "D-3" IBORING TWO @ 8' CONSOLIDATION TEST DATA I 0. 0000 7 T i - r . T i , ' i i I II 0 .0080 _ • I II 0 . 0160 Z U z H I a WATER ADDED . - W a 0 .0240 . 0 z H II z H 0 . 0320 • z 0 I H Et Q n H I0 . 0400 X414 II 0 . 0480 , I 0. 0560 • 1 1 1 . . Li I r, "` 0 1 0 o 0 0 0 0 . CO ILOAD, (KIPS PER SQUARE FOOT) I IGEO-ETKA, INC. Job No.: FR-11333-13 IPLATE "D-4" IBORING THREE @ 6' ICONSOLIDATION TEST DATA 0 . 0000 I I I . . . . r I - i 1 1 1 0. 0050 IIx 0 . 0100 0 Z H I a a WATER ADDED ;, 0 . 0150 �` : 1 ! `--0 . 0200 _ oG z d I 0 H E. a A I H 0 0 . 0250 Z o 7 - II 0 1 0 . 0300 I 0 . 0350 L 1 1 . . t 1 I r-+ a L o 1 0 0 0 M \o IILOAD, (KIPS PER SQUARE FOOT) I GEO-ETKA, INC. Job No.: FR-11333-13 PLATE "D-5" ' BORING THREE @ 12' ' CONSOLIDATION TEST DATA 0 . 0000 I I 1 I I 7 1 T - T t 0 . 0100 I I0 . 0200 o W WATER ADDED en 0 .0300 U H H 0 .0400 ' z I o H 4 ' H 00 . 0500 U 0 . 0600 R��OU 1 0 . 0700 1 1 1 _ . . k_1 0 0 - 0 0 LOAD, (KIPS PER SQUARE FOOT) 1 GEO-ETKA, INC. 739 N. Main Street, Orange, CA 92868 PLATE "R" Ph.: (714) 771-6911 Fax: (714) 771-1278 IJOB NO. FR-11333-13 SOIL TYPE: TEST SPECIMAN A B C D Date Tested 4-23-I3 4-23-13 4-23-13 w Compactor Air Pressure psi 120 300 3 5 0 cc - I o Initial Moisture % 9 . 2 9 . 2 9 . 2 o Moisture at Compaction % J 4 . 2 J .4 9 . 6 Q Briquette Height In 2 .51 2 .4 8 2 . 31 I co Dry Density pcf 114 . 8 119 . 8 J 2 9 . 0 EXUDATION PRESSURE psi 9 6 270 6 3 8 I EXPANSION dial (x.0001) 16 38 70 Z z Ph at 1000 pounds psi 66 37 20 Ili Q Ph at 2000 pounds psi 141 10 3 48 I IA m Displacement turns 6 .41 5 . 2 0 4 . 26 "' Q L "R"Value 5 2i 58 CORRECTED `R' VALUE 5 21 53 i' 100.....■.■.................m■..........■■.....m■.■.....■....m.m■■m■.........■...■ MMEMEMEMMORMIIMMUMMEMOMMEMMUMMEMMOOMMISMEMOMMEMMEMEMMOSOMMUMEMMESMOMMEMMEMOMMUM MUIMMEMENOMMEMMUMMEMOMMOMMEMMOMMEMOMMEMEMEMMUMMOMMEMMEMOMMEMMOSMEMOMMEMEMEMMU ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■m..■mmm...mm...■mmm...mm.....m. MUMMEMMEMMOMMOIMMEMNIMMEMISOMMUMMEMEMEMOMMEMMEMEMSOMMEMOMUMMEMMEMOMMIMMOMEMM ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■mm.m....■m....■■.■..m........■. ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■..r .■ .■......■ .m.■.m■m.■■....■.■■..m■■..... Final "R"Value ■■■■■■■■■■■■■■■.■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■mm■.....m.......U...m.........90 MEMOMMOMMMEMMEMMIIMMOMMOOMMONMEMMEMEMEM ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■...m.■■■...■m..mm■mmm.mmm■.m■. ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■.■■m....mm..m...■■■m■.■........ By Exudation: ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■..m■m■...mm minim....m...■.... MEMMOMMMEMMOMMIUMMOMMOMMIIMMOMMOMMUMMEMMEXIMSEMMOOMMIIMMEMIUMMEMMOMMOMMEMOMMEMOM go miummummmummimmammummummummommilmommomm.MMMMMMMMMMMMMMMMMMMMMMMMM Imo 25 .■■■■■■■■■■■■■■■■■■■■■■■■.■■■■■■■■.■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■.■■..■■MUM ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■_■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■MEMMEMMEMMEMMEMMEMMEMMEMMEMOMMEMMONOMMUMMERMEMMEMMESMIMMUMMEMOMMEMOMMEMMEMMOS mummommemommummilmmummummommummammummmummammismammillimmommumm By Expansion: ■■.■■■■■■■■.■■■.■.■■■■■■■■■■■.■■■■■■■■■■■■.■■.........m.......■■■.......■m...m■ 70 ............m....■....m■......m■m........■....■....m...mm■m■.m.■■....■■...m■... MMEMIRUMMIMMOMMIIMMOOMMMOMMMMOMMEMMEMMERMEMEMMOIMMEMEMONIMMMOMMEMMOMOSOMMEMOMMOM •uu•••••u••••iii•uuuuuul••••i.°mi 1 GEO-ETKA, INC. Job No.: FR-11333-13 I 1 LEVEL /1/ \\\ I_H VARIES IV 1 5 MAX BOTTOM OF EXCAVATION 1 TYPICAL TE VPORARY EXCAVATION DETAIL 111 I PLATE "TIED" I IGEO-ETKA, INC. Job No.: FR-11333-13 I SOIL CLASSIFICATION CHART II GRAPH LETTER TYPICAL IMAJOR DIVISIONS SYM. SYM. DESCRIPTION li 'a WELL GRADED GRAVEL CLEAN -.:O .:it. GW GRAVEL AND SAND AND GRAVELS r'• ; • COARSE GRAVELLY • •f • GP POORLY GRADED GRAINED ES SOILS LESS THAN GRAVELS .::14:.:i GM SILTY GRAVELS II 50% PASS WITH • , #4 FINEST GC CLAYEY GRAVELS MORE SAND CLEAN ,' SW WELL GRADED SAND • - NO FINES THAN AND SAND POORLY GRADED 50% SANDY LARGER SOILS • :i: ::: SP SAND NO FINES THAN MORE THAN ` II #200 50% PASS SAND I, SM SILTY SANDS SIEVE #4 WITH , ' FINES ,/ � SC CLAYEY SANDS IFINE SILTS L.L. ML INORGANIC SILTS SOAISED AND LESS / � SOILS CLAYS THAN CL INORGANIC CLAYS 50 I 11 II' OL ORGANIC SILTS II MH INORGANIC SILTS MORE SILTS L.L. THAN 50$ AND GREATER CH INORGANIC CLAYS PASSING CLAYS THAN / #200 50 , / IISIEVE //// // OH ORGANIC CLAYS HIGHLY ORGANIC SOILS w�..,, PT PEAT, HUMUS j II SOIL SAMPLER FOR UNDISTURBED SAMPLING ONNECTING BRASS TUBING CUTTING OUPLING LSLEEVE 2.625 INCHES I.D. EDGE y 7 ,N_ ..,,x,fmr_Arzsr.r;il,roozarmilarareurzeam, •■■■■•:■%whir.s.K1 r".•• . M.,"■:,`. -glaW1 lit I '. ,) r) BALL VALV1 I 11 II IIAPPENDIX I • 1 GEO-ETKA, INC. Job No.: FR-11333-13 I LIMITATIONS 1. This Geotechnical Report is based upon data obtained by surface reconnaissance, limited soil test borings, laboratory test results, and preliminary ' engineering analysis. No inference should be drawn from the language of the report that the scope of the investigation was any wider. It must be understood that although the observed and reported conditions are considered representative, local variations of geologic and/or soil conditions may exist for which this firm cannot assume responsibility. This report was prepared upon our request for our services, and in accordance with accepted standards of professional practice. The limitations ' of this report are also governed by the contract amount agreed to be paid by the client. 2. This report is issued with the understanding that it is the responsibility of the owner or of his representatives to ensure that the information and recommendations contained herein are called to the attention of the developer, his architect, and engineers for this property so that necessary steps are taken to implement the recommendations of this report. Failure to do so relieves Geo-Etka, Inc. of all ' responsibility. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or to the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards occur, whether they result from legislation or the broadening of knowledge, or present applicable CBC Code requirements. Accordingly, the findings of this report may be invalidated, wholly or ' partially by changes outside of our control. Therefore, this report is subject to review and should not be relied upon after a period of one (1) year. Note that some local jurisdictions have less. time for the reports validity and reports are required to be updated at the expiration of such predetermined limits. 4. Unless the recommendations of this report are completely incorporated into the design, and all phases of geotechnical activity are checked, tested, and reported by this office, Geo-Etka, Inc. will not be held liable by others. 1 I APPENDIX II CEO - ETKA , INC . i' Established 1965 Soil Engineering, Geology and Environmental Engineering Material Testing and Inspections -- 739 N. Main Street, Orange, CA 92868 • Phone(714)771-6911 • Fax(714)771-1278 • Email: geoetka @aol.com Costa Mesa Sanitary District (CMSD) April 30, 2013 628 West 19th Street Costa Mesa, California 92627 Attention: Mr. Robin B. Hamers 05-01 -13PO4 08 RCVD Subject: Preliminary Foundation Soils Exploration and Pavement Design Recommendations Report Geo-Etka, Inc. Job No: FR-11333-13 Project: Costa Mesa Sanitary District Project #199 Fairview Road between 405 Freeway and Sunflower Avenue Costa Mesa, California 92627 Dear Mr. Hamers: Enclosed are 4 copies of the subject report referenced above. The wet signature copies are provided for the approving agencies for the client to submit and provide the appropriate regulatory agency (ies) with copies of this report. The Department of Building and Safety, Department of Public works, the Project Design Civil Engineers, the Structural Engineers, the Project Architects, and others normally require Geotechnical reports Invoice 18324 for the above services is enclosed. Our invoices are due on presentation and a prompt payment will be very much appreciated. Additional copies of this report can be obtained for a nominal processing charge. We really appreciate your business and look forward to continue providing you with Geotechnical services. It is always a pleasure working with you. Thank you GEO-ETKA, INC. DL All President