14 - Transfer of Fairview Trunk from OCSD Costa Mesa Sanitary District …an Independent Special District Protecting our community’s health and the environment by providing solid waste and sewer collection services. www.cmsdca.gov Memorandum To: Operations Committee Via : Scott Carroll, General Manager From: Rob Hamers, District Engineer Date: May 21 , 2013 Subject: Transfer of Fairview Trunk from OCSD – Condition Assessment, Engineer’s Estimate to Rehabilitate & Results of Soi ls Investigation Summary At previous meetings, the Board of Directors has been presented the Condition Assessment of the Orange County Sanitation District (OCSD ) Fairview Trunk and the corresponding Engineer’s Estimate to rehabilitate the trunk to indus try standards absent any special conditions or concerns. In order to complete the due diligence phase, the Board authorized the General Manager to have a soils report prepared. The purpose of a soils report is to determine the type of soils, moisture cont ent, and underground conditions in the two locations where a mid -length manhole will be constructed along with the conditions at a third location selected towards the southerly end of the portion of the trunk being transferred. Poor underground conditions may lead to complex construction conditions and increased costs. Staff Recommendation That t he Operations Committee recommends to the Board of Directors the following: 1. Direct the General Manager to request OCSD review and accept the revised Engineer’s Estimate of $427,600 for rehabilitation work to bring the Fairview Trunk up to industry standards.
Operations Committee May 21 , 2013 Page 2 of 3 2. Authorize the General Manager to work with OCSD in preparing a transfer agreement for Board of Directors approval that includes payment of the Engineer’s Es timate for rehabilitation work. 3. Direct the General Manager to contact C.J. Segerstrom & Sons and apprise them of the status of the transfer and sewer service for the Home Ranch property. Analysis The soils investigation is dated April 30, 2013 and attac hed hereto as a reference. The soils encountered in the investigation have moisture contents higher than desired with many values ranging from 21.1%-32.6%. The desired range is 10%-12%, which represents soils that are stable and will pose no problems dur ing construction. The moisture content range of 21.1%-32.6% is lower than the 43%-59% range found on South Coast Drive but is still considered on the edge of the problematic range with a potential likelihood of trench -caving. Trench -caving is the occurr ence of dirt sloughing off the sides of the trench immediately after excavation and before the shoring can be installed. This causes very slow and very expensive construction methods to be implemented. Fortunately, although moist conditions were encounter ed, the three 20 -foot deep borings did not encounter groundwater. However, fill was encountered, which also complicates matters. Fill is dirt that is brought to the site and used as backfill, and fill dirt is never compacted as well as native dirt. Duri ng construction, all fill dirt encountered must be removed and replaced with approved backfill material. Revised Engineer’s Estimate to Rehabilitate Fairview Trunk The enclosed Engineer’s Estimate was revised to reflect the high moisture content found in t he soils. An additional contingency of 20% was added (equivalent to $53,600) to reflect complications in constructing the two mid -length manholes along with complications for future excavation efforts. This raises the Engineer’s Estimate from $374,000 to $427,600. Strategic Plan Element & Goal This item complies with the objective and strategy of Strategic Element 1.0, Sewer Infrastructure, which states: “Objective : Our objective is to collect and transport wastewater to meet the needs of existing and fu ture customers.”
Operations Committee May 21 , 2013 Page 3 of 4 “Strategy : We will do this by the careful management of the collection infrastructure using prudent planning and maintenance, with financial strategies to maintain sufficient capacity and respond to changing regulatory demands.” Legal Re view Not applicable . Financial Review If OCSD agrees to the terms of the agreement, CMSD would receive $427,600 to rehabilitate the Fairview Trunk. Public Notice Process Copies of this report are on file and will be included with the entire a genda packet for the May 21 , 2013 Operations Committee regular meeting at District headquarters and on District’s website. Alternative Actions 1. Do not accept the transfer of OCSD’s Fairview and direct the General Manager to contact OCSD’s General Manager to apprise him of the District’s decision. Attac hments A: Soils Investigation B: Revised Engineer’s Estimate
GEO-ETKA, INC. 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 FOUNDATION SOILS EXPLORATION AND PAVEMENT DESIGN RECOMMENDATION Project # 199 Faiwiew Road Between 405 Freeway and Sunflower Avenue Costa Mesa, California FOR Costa Mesa Sanitary District 628 West lgth Street Costa Mesa, California 92627 Date: April 30, 2013 Job No: FR-11333-13 Attachment A
GEO.ETKA. INC . Job NO: FR-11333-13 TABLE OF CONTENTS DESCRIPTION PAGE NO . Scope ......................................................................................................... 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 Attachment A
GEO-ETKA, INC. Job NO: FR-11333-13 DESCRIPTION PLATES Plot Plan "A" Boring Logs "B-I" through "B-3" Shear Curves "C-I" and "C-2" Consolidation Curves "D-I" through "D-5" Resistance "R" Value Plate "R" Typical Temporary Excavation Detail "TTED" APPENDICES I Soil Classification and Sampler I1 Lin-litations Attachment A
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 #I99 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 deternii~ie 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 clientlowner, the project engineers and the governing agencies. Use of its contents by third parties will be at their own risk. Cherr~ical testing for detection of hydrocarbons or other poten,tial 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 the 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. Attachment A
GEO-ETKA, INC. Job NO: FR-11333-13 Soil Condition The on site soil is coniposed of layers of 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-I" through "B-3". No ground water was noted; however, some of tlie soil is moist and is reconime~ided 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 The subsurface was explored by drilling 3 borirrgs, 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-I" 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. Laboratow 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-I" 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 sarr~ple 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. Attachment A
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 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: Soil Tvpe Sandy Clayey Silt Sandy Clayey Silt Sandy Clayey Silt Sandy Clayey Silt Angle of Internal Friction (deqrees) Cohesion lp.s.f.) Consolidation tests were performed on sa'turated specimens of the typical foundations soils in accordance with ASTM Test Method D-2435-04. Consolidometers are designed to receive the undisturbed soil sarr~ples 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. Attachment A
GEO-E'TKA, INC. Job NO: FR-11333-13 Strenqth 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 CBCIASTM D-4829-03. Sand Equivalency Test Results Sand Sample 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. DH - - 7.2 Sulphate = 333 ppm Resistivity = 4,690 ohm cms Based on the above test data, special cement concrete may be needed. See 2010 CBCIACI 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. Attachment A
GEO-E'TKA, 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 l.4 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. 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. Use - Asphalt Base rock Paving Thickness In inches In inches Fairview Road 6 12 Excavation and Temporary Shoring 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 1.m-shored excavations in excess of 5 feet must be must be laid back at a minimum slope of 1.5:l ::H:V (above 5 feet). See attached Plate "TTED". Attachment A
GEO-ETKA, INC. Job NO: FR-11333-13 Excavation and Terr~porary Shoring (cont'd) Where there is insufficient room for sloped excavations, niechanical 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 sho~~ld 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. Any root found shall be excavated and cleared from the site or rr~ulched 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. Attachment A
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 observedlprobed 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 Op'timum Moisture Content and re- compacted to a mir~imum 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 marlhole, 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 rr~ust 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. Attachment A
GEO-E'TKA, INC. Job NO.: FR-11333-13 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 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. Respectfully submitted, GEO-ETKA, INC. Civil Engineer, At~nied Ali, President MS, REA Attachment A
REDUCED COPY GEO-ETKA, INC. SOIL ENGINEERS AND GEOLOGISTS PLOT PLAN Orange-Main Bus~ness Park 739 N. Main Street Orange, CA 92868 (714) 771- 691 1 z W > Q z 3 an Attachment A
GEO-ETKA, INc JOB NO: FR-11333-13 PLATE "B-1" BORING ONE Classification Percent Moisture Dry Density AC + 5" ASPHALT PAVEMENT AB AGGREGATE BASE, MEDIUM MOIST DENSE SM BROWN VERY FINE SILTY SAND MEDIUM MOIST SLIGHTLY DENSE SC BROWN FINE MEDIUM CLAYEY SILTY 28.4 93.9 SAND MEDIUM MOIST FIRM ML BROWN FINE MEDIUM SANDY CLAYEY SILTY MEDIUM MOIST SLIGHTLY DENSE ML REDDISH BORWN SANDY CLAYEY SILT 11.9 89.9 MEDIUM MOIST SLIGHTLY DENSE ML LIGHT BROWN FINE MEDIUM SANDY CLAYEY SILT MEDIUM MOIST SLIGHTLY DENSE 32.6 ML BROWN FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM ML BROWN FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM EOB 20 FEET Depth of bag sample rn Depth of undisturbed sample No recovery - Groundwater - Vertical Scale 1" = 4' Attachment A
GEO-ETKA, INC JOB NO: FR-11333-13 PLATE "B-2" BORING TWO Classification Percent Dry Moisture -- Density AC +5" ASPHALT PAVEMENT AB AGGREGATE BASE SM BROWN FINE MEDIUM CLAYEY SILTY SAND MEDIUM MOIST SLIGTHLY DENSE SM BROWN VERY FINE CLAYEY SILTY 14.2 107.1 SAND MEDIUM MOIST SLIGHTLY DENSE 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 DENSE ML BROWN FINE MEDIUM SANDY CLAYEY SILT MEDIUM MOIST SLIGHTLY DENSE ML GRAY BROWN VERY FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM ML BROWN FINE MEDIUM SANDY CLAYEY SILT MOIST SLIGHTLY DENSE EOB 25 FEET @ Depth of bag sample Depth of undisturbed sample No recovery - Groundwater - Vertical Scale 1" = 5' Attachment A
GEO-ETKA, INC JOB NO:FR-11333-13 PLATE "B-3" BORING THREE Classification AC +6" ASPHLAT PAVEMENT AB AGGREGATE BASE SM REDDISH BORWN FINE MEDIUM SILTY SAND MEDIUM MOIST DENSE ML BROWN FINE MEDIUM SANDY CLAYEY SILT MEDIUM MOIST FIRM ML BROWN FINE MEDIUM SANDY CLAYEY SILT MEDIUM MOIST DENSE - ML BROWN VERY FINE SANDY CLAYEY SILT MEDIUM MOIST MEDIUM DENSE ML BROWN FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM ML BROWN VERY FINE MEDIUM SANDY CLAYEY SILT MOIST FIRM EOB 20 FEET • Depth of bag sample rn Depth of undisturbed sample El No recovery v - - Groundwater Percent Dry Moisture Density Vertical Scale 1" = 4' Attachment A
GEO-ETKA, INC. Job No.: FR-11333-13 PLATE "C-I" DIRECT SHEAR TEST SURCHARGE PRESSURE -- POUNDS PER SQUARE FOOT Attachment A
GEO-ETKA, INC. Job NO.: FR-11333-13 PLATE "C-2" DIRECT SHEAR TEST Boring 3 @ 6' Boring 3 @ 12' SURCHARGE PRESSURE -- POUNDS PER SQUARE FOOT Attachment A
GEO-ETKA, INC. Job NO.: FR-11333-13 PLATE "D-I" BORING ONE @ 7' CONSOLIDATION TEST DATA LOAD, (KIPS PER SQUARE FOOT) Attachment A
GEO-ETKA, INC. Job NO.: FR-11333-13 PLATE "D-2" BORING ONE @ 11' CONSOLIDATION TEST DATA LOAD, (KIPS PER SQUARE FOOT) Attachment A
GEO-ETKA, INC. Job No.: FR-11333-13 PLATE "D-3" BORING TWO @ 8' CONSOLIDATION TEST DATA Attachment A
GEO-ETKA, INC. Job NO.: FR-11333-13 PLATE "D-4" BORING THREE @ 6' CONSOLIDATION TEST DATA LOAD, (KIPS PER SQUARE FOOT) Attachment A
GEO-ETKA, INC. Job NO.: FR-11333-13 PLATE "D-5" BORING THREE @ 12' CONSOLIDATION TEST DATA Attachment A
GEO-ETKA, INC. PLATE "R" 739 N. Main Street, Orange, CA 92868 Ph.: (714) 771-691 1 Fax: (714) 771 -1278 JOBNO. FR-11333-13 SOIL TYPE: )AN A B D L- Date Tested 1 4-23-13 1 4-23-13 4-23-13 1 1 Final "R" Value w Z 5 $ By Exudation: 25 By Expansion: TI(5.0) 12 Compactor Air Pressure psi Initial Moisture YO Moisture at Compaction % Briquette Height In Dry Density pcf - - - NOTES EXUDATION PRESSURE psi EXPANSION dial (x.0001) 350 9.2 9.6 2.31 129.0 120 ( 9.2 14.2 2.51 114.8 9 6 1 zQ ut- 300 9.2 11.4 2.48 119.8 16 66 141 6.41 5 5 Ph at 1000 pounds psi Ph at 2000 pounds psi Displacement turns "R Value CORRECTED 'R' VALUE 38 37 103 5.20 21 21 70 20 48 4.26 58 53 Attachment A
GEO-ETKA, INC. Job NO.: FR-11333-13 VARIES \ I,.. 5' MAX TYPICAL TEMPORARY EXCAVATION DETAIL PLATE "T'TED" Attachment A
GEO-ETKA, INC. Job NO.: FR-11333-13 SOIL CLASSIFICATION CHART 1 I I I I I I 1.. W -..-I WELL GRADED .. . . . GRA LETTER I MAJOR DIVISIONS ( SYM. / SYM. MORE THAN TYPICAL DESCRIPTION I FINE GRAINED SOILS MORE THAN 50% PASSING #200 SILTS CLAYS SIEVE OH I DRGANIC CLAYS 1 I HIGHLY ORGANIC SOILS PT I PEAT, HUMUS ! SOIL SAMPLER FOR UNDISTURBED SAMPLING CONNECTING BRASS TUBING APPENDIX I Attachment A
GEO-ETKA, INC. Job No.: FR-11333-13 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 responsibility. 3. The findirlgs 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. APPENDIX II Attachment A
File: Macintosh HD:Users:robhamers:Desktop:CMSD Fairview Trunk estimate RBH rev 1.xlsx Worksheet: CMSD Budget COSTA MESA SANITARY DISTRICT Print: 5/9/13 Engineer's Estimate Client/Owner:COSTA MESA SANITARY DISTRICT Project:OCSD SEWER TRANSFER TO CMSD- FAIRVIEW TRUNK Bid Date Revised 5/9/13 Engineer's Estimate Item No.Unit Cost Total Cost 1 Remove calcium deposits by chemical & mechanical methods 1 LS 2,000.00 $ 2,000.00 $ Clean entire line 1 LS 500.00 $ 500.00 $ Use packer to terminate dripper 1 LS 1,500.00 $ 1,500.00 $ Install Cured in Place Pipe (CIPP) for entire segment 1 LS 70,000.00 $ 70,000.00 $ Recoat manholes BKR0020-0565 (15.0’ deep) 1 LS 8,000.00 $ 8,000.00 $ Install an intermediate manhole 1 LS 10,000.00 $ 10,000.00 $ Grind "OCSD" off downstream manhole cover 1 LS 300.00 $ 300.00 $ 2 Remove calcium deposits by chemical & mechanical methods 1 LS 4,000.00 $ 4,000.00 $ Clean entire line 1 LS 600.00 $ 600.00 $ Use packer to terminate weepers and dripper 1 LS 5,000.00 $ 5,000.00 $ Install Cured in Place Pipe (CIPP) for entire segment 1 LS 72,000.00 $ 72,000.00 $ Recoat manhole BKR0020-0560 (17.4’ deep) 1 LS 10,000.00 $ 10,000.00 $ Install an intermediate manhole 1 LS 10,000.00 $ 10,000.00 $ Grind "OCSD" off downstream manhole cover 1 LS 300.00 $ 300.00 $ 3 Remove calcium deposits by chemical & mechanical methods 1 LS 2,000.00 $ 2,000.00 $ Clean entire line 1 LS 500.00 $ 500.00 $ Use packer to terminate dripper 1 LS 1,500.00 $ 1,500.00 $ Install Cured in Place Pipe (CIPP) for entire segment 1 LS 14,000.00 $ 14,000.00 $ Recoat manholes BKR0020-0555 (18.6’ deep) 1 LS 11,000.00 $ 11,000.00 $ Grind "OCSD" off downstream manhole cover 1 LS 300.00 $ 300.00 $ 4 Remove calcium deposits by chemical & mechanical methods 1 LS 2,000.00 $ 2,000.00 $ Clean entire line 1 LS 500.00 $ 500.00 $ Use packer to terminate dripper 1 LS 2,000.00 $ 2,000.00 $ Install Cured in Place Pipe (CIPP) for entire segment 1 LS 40,000.00 $ 40,000.00 $ Sub Total $268,000.00 15% Contingency including mobilization, bonding, traffic control 40,500.00 $ Condition Assessment Engineering Fee 3,500.00 $ Engineering Design (10%)31,000.00 $ Contract Admin/Inspection (10%)31,000.00 $ 53,600.00 $ TOTAL AMOUNT $427,600.00 20% Contingency for wet soils TRANSFER SEGMENT NO. 4-Manholes BKR0020-0555-BKR0020-0550 (499’ 12" sewer)TRANSFER SEGMENT NO. 3-Manholes BKR0020-0560-BKR0020-0555 (165’ 12" sewer)Quantity Description TRANSFER SEGMENT NO. 2-Manholes BKR0020-0565-BKR0020-0560 (955' 10" sewer)TRANSFER SEGMENT NO. 1-Manholes BKR0020-0570-BKR0020-0565 (929’ 10" sewer)Attachment B