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Agenda Packets - Sewer System - 2012-02-14 CMSD BOARD OF DIRECTORS SEWER SYSTEM COMMITTEE AGENDA, Board of Directors Schedule for Attendance Chairman eaten and Director Fitzpatrick Alternate: Director Berry AGENDA February 14, 2012, 10:30 oa.m. Costa Mesa Sanitary District, 628 W. 1 911h Street STANDING REPORTS I. Monthly Spill Statistics—No sanitary sewer overflows(SSuas)to report NEW DISCUSSION ITEMS III. Waste Discharge Requirements(W D,R)Triennial! Review O, Discuss report regarding State Water Board workshop..held 1/24/12 I'll. Development Update Receive an update on now development that includes the following: a. Retail & Residential, Hamilton SVHarbor Blvd &Charle Street b. Segerstrom Senior Housing; 1500 Mesa Verde Drive-- Oral Report c. Vivante on the Coast Senior Housing; Monrovia Avenue—Oral Report d. Fresh&Easy, Chick-fil-A,Sonic,Autozone, Five Guys, Harbor Blvd—Oral Report IV. CMSD Plum tier's Seminar Receive an overview of CMSD sponsored seminars on 111811'2 and 219112 V. CIP Overview& Lessons Learned 0 Receive and discuss report VI'. CMSD Facts+& Figures 0 Review and discuss facts and data regarding sewers in CMSD CMSD PROJECTS, V11. A. Project#181 West Side Pumping 'Station Abandonment—Status ® Review and discuss proposed preliminary engineering and overall scope of work. S. Project#12'9 Bristol Street Sewer Phase 11—Status 0 Contractor is potholing utilities prior to beginning construction C. Project#171 Irvine Pumping Station Force Main Status 0 Bid opening is 2.114/12 and the results will be provided at the March regular Board meeting C. Project#185 System Wide Sewer Reconstruction Phase I-Status Construction was completed on 2/10/12 and 95 segments were reconstructed;;acceptance of improvements is scheduled for the March regular Board meeting Sewer System Committee February '14, 2012 E. Project#190 Canyon Force Main Rehabilitation- Status 0 District Staff is submitting proposed traffic control plans to the City of Costa Mesa for review F. Project#192 System Wide Sewer Reconstruction Phase 2—Status 0 The design phase is 60%complete G. Project#1193 Pumping,Station Seismic Study and Retrofit—Status The design phase is 15%complete; structural engineering consultant will have plans by late March at which time all plans will he submitted for plan check H. Project#16,4 Tree Root Abatement Program—Status a The proconstruction meeting was held 2/13112 PUBLIC COMMENTS XIL This is the time to receive any comments from members of the public. Next Meeting Date: March 13, 2012 Dated: February 9,2612 Clerk of the District Item II STATE WATE8QUARoTO SEEK ADDITIONAL STAKEHOLDER INPUT AND SLOW THE PACE OFSS5 WD&KEV[SI0N Avvnrkwbop to discuss the proposed revisions 1otile statewide General Waste Discharge Requirements for Sanitary Sewer Systems (the SSSWD8) drew u standing room crowd on January 24,20|2 in SuocozoorUu. Following n presentation bvthe State Water Board staff regarding key substantive issues identified during the public comment ycdod|umt Spring,the Board members heard testimony Iroco representatives ofC/\SA,tile clean water summit partners, nongovernmental organizations and representatives of privately owned collection systems. AJ the close of the workshop,two Board members indicated that they do not see uoeedto move forward quickly witba major rewrite n[the SSS WDR,and prefer to have staff focus oil enforcement and implementation of the existing 2006SS3WIJB. The Board members also supported staff's recommendation that the Board seek additional stakeholder input over the next few months oil several key issues. In addition to questioning the timing and need for the proposed revisions to the S8S WD}l--vvbiub would add prescriptive detail and increase the burden on enrollees— testimony focused oil two key issues. permitting some collection oyatcmoubyNyD8S permit rather than a state WDR and the staff recommendation to revise the requirements for private sewer lateral reporting. With regard to tboNPD}IS issue,Board Member Tam Doduc indicated she still believes the hybrid approach of having some systems subject to uoNP[}E3pocnoi|io worth pursuing, This proposal was supported by the Coumtkcepcz Alliance and EPA Region IX. Representatives of the collection ayeterm community, including CASA'made clear that they dn not support auNYI)ES permit that simply carries forward the existing prohibition nn all spills that reach waters mf the United States, and that if the State Water Board converts the WQ&tamoNPl)ES permit,the permit must include an affirmative defense that excuses some SSOe to waters where certain criteria are met. With regard*n private sewer laterals,the Coust&copec Alliance advocated mandatory private sewer lateral reporting. In response,the State Water Bnunj staff defended its recommendation to eliminate all private{u{eod zepmrtiug,stating that it would not yield useful information to inform the SS0WT)R program. CASA and others agreed that the reporting nf private lateral spills xbou\dbe eliminated,but noted that the staff's alternative proposal to require public agencies to enter onto private property to investigate and address private lateral spills is not workable. The collection myo0:ro representatives offered io engage in stakeholder discussions to identify e practical and workable way 0m deal with private |u1eru|o. yJm formal action was taken at the close mf the informal workshop. However,itappears that the next step will be to focus on stakeholder involvement no inform future board decisions oil the key issues identified during the comment period and ut the workshop. Item III.a, k i uml@. r,''✓ � ll Yji'/����r� '°1 ( � ;,�y,,-mw' r r//. Vuww ,ri r "� a�lvmnrlfoilmv I call owl'/�lr ur// rii/y / r - 1 ra�rii/ V/ Nnoa,w, /rr �/ /fie /Y �� � /!j✓✓" r I 1 %yr i% ,. ' ' /f if I rW 0 1 r Or i r I // � �/ r�r/ i✓a/i//r�y r i fr r e rr a . li a r y r /,.w, � y w r r � loft": R "nt � fi1saf � OIGITAL MAP 1" 78' M W PRODUCTS ndVisi n Cognyur¢ghc i(t Y rJq,D'7 Dic)¢a l lldap Produm ftlq e,roi s ruwrve<d ^` a y #d Qp tq � tj Red Mountain (Retail) / Olson Company (Residential) - (P Harbor& Hamilton site Land Area SF: Commercial 50,094 Residential! 32,670 82,764 Building SF Commercial 7,000 Residential 20,580 (4 Units @ 1,645 sqA& 10 Units @ 1,400sq.ft.) 27,580 FAR Commercial 0.14 14 DU on 0.75 acres AllItem IV. two , n tad� t vi ion To Plumbia... rs i Please join our District Engineer for a complete and detailed overview of the Costa Mesa Sanitary District's Residential Sewer Lateral Financial Assistance Program. Our program was developed to assist and encourage residents to regularly clean and maintain their sewer lateral. WHAT: Sewer Lateral and Cleanout Financial Assistance Program Refresher Seminar for Previous Attendees and Program Seminar for New Plumbers WHEN: January 18, 2012, 9;30 a.m. and February 9, 2012, 9:30 a.m. WHERE Costa Mesa Sanitary District, 6128 W. 19'h Street, Costa Mesa, California • Explanation of program and its history • Application process, homeowners' responsibilities, contractor's responsibilities • What is included/excluded from program • Licensing requirements of CM SD and City of Costa Mesa for work on private property and public right-of-way • Jurisdiction of on-site sewers, District, City, CPC • California State License Board (CSLB) bulletin • Two-way clean out specifications • Contractors' comments will be welcomed • Program documents may be found at. http://crosdca.gov/sewer-lateral-a ssistance-program-(slap).httul Space 'is limited, . S All attendees Naima 1 Schwalbe be placed on atir NSchwalbe@cmsdca.gov (949) 645-8400 x22 Parking available at Costa Mesa Senior listl 2 "� Center: 695 W. 19th Street. 0011, AA Agenda V„ Program Refresher S m.. JllllL r for Previous Attendees .IFS P a . . S . ..n for New Plumbers '. January 18, 2012, 9:30 a.m. February 9, 2012, 9:30 a.m. Costa Mesa unitary District 628 W. 19t" Street Costa Mesa, California (949) 645-8400 Rob Hamer , District Engineer, Facilitator • District Contacts: Steve Cano, Sewer Maintenance Supervisor, Phone (949) 548-7508 Joe Limon, Senior Inspector, Phone (714) 290-6831 • Explanation of program and history • Handouts • How to comply • New development excluded • 5-year rule • Program documents may be found at: http://crosdca.gov/sewer-lateral-assistance-program-(slap).html • Licensing requirements of CMSD and City of Costa Mesa for work on private property and in public right-of-way • Jurisdiction of on-site sewers; District, City, CPC • California State License Board (CSL.D) bulletin • Two way clean out • Attendees will be placed on CMSD plumbers list • Contractor comments welcome Item CIP Overview, Lessons Learned, Future Risk Assessment The following are lessons learned from the recent South Coast Drive sewer construction project along with lessons learned from other large projects and lessons learned from the reconstruction of lines with multiple sags: §29—S Sags (low points in a line, a.k.a., 'bellies') appear to be caused by saturated soil that allows portions of the sewer main to be pushed down by the weight of the soil, street, and traffic above the pipeline. Debris and grit settle in sags, particularly during periods of low flow, and line does not have the ability to self-clean. Unfortunately, sags cannot be removed using no-dig technology and most agencies resign themselves to frequent cleaning and label these areas as "hot spots". The Sanitary District has successfully removed and replaced sags and the District's engineers counter the wet conditions in the pipe zone by placing extra strong and extra deep bedding below the new pipe. Additional Research During the design phase, CMSD engineers should find engineers and inspectors from other agencies who constructed utilities in the same street and discuss the conditions encountered as this may assist in avoiding unfavorable events from occurring. CMSD engineers submitted plans for the South Coast Drive Sewer to the City of Costa Mesa twice and received no comments regarding the City's historical and ongoing troubles that include sinking asphalt, migrating water, constant repaving, and keeping a smooth driving surface. Solis Report Having a soils report prepared provides valuable information but does not always insure trouble-free construction. Pockets of unsuitable soil, such as sand, can exist immediately adjacent to the soil boring location and go undetected until construction begins. This occurred in a number of areas on South Coast Drive where sand was encountered and the trench walls immediately caved in after trenching. On the positive side, soils reports will disclose very important factors for both the design engineer and the contractors bidding the project. These factors include the thickness of existing paving and base, type of soil and moisture content, density of existing soil (how well it is consolidated), the depth of the water table, and other important factors. Attached is the soils report for Project#189, rehabilitating the sewer line on South Coast Drive. Also, the soils engineer from the report for Project #189 will be available at the February 14, 2012 Sewer System Committee meeting to answer questions. Nonetheless, whenever conditions such as trench caving occurs or water is encountered and the contractor struggles and fails to meet his expected daily footage of sewer pipe installed in the ground, whether or not the soils report is included in the bidding documents, the contractor typically claims "changed conditions" or "unexpected conditions" and submits a request for extra work. The contractor will submit his request for extra compensation and any resistance by the agency in agreeing to the extra costs usually causes the contractor to have his attorney become involved. Construction During Recessionary Times As the Attorney for the District is well aware and has informed the Board, the current bidding climate is extremely competitive as the lack of available construction work has caused construction companies to bid very low just to secure a project. This low bidding usually results in extra work claims for even the smallest unforeseen circumstances during the course of the project. Even the high quality contractors are strugglling to find sufficient work to keep them busy. Quality Contractors are an ►gency's Best Friend On project #185 System Wide Sewer Reconstruction Phase I (Grade 5 repairs), Sancon Engineering is the low bidder and contractor for this project. Construction occurred very smoothly as their management and installation was at their usual high level. Interestingly enough, in this project the District was the party desiring change 2 order work to take advantage of the combination of high quality work and low bid prices. When the District first desired to add extra work to the project to take advantage of the low bid prices, Sancon initially hesitated because their bid prices were below their comfort zone. Nevertheless, after negotiations, substantial extra work was added to the project to the benefit of the District. The Low Bidder Bidding laws prevent the District from outright selecting the desired contractor, The District is bound by statute to select the lowest responsive and responsible bidder and attorneys spend time analyzing these two terms. Even if the low bidder is embroiled in a dispute with another agency or has a reputation of contentious claims of extra work, the District has very few options to avoid entering into a construction contract if they are the low bidder. Prequalification for Contactors Prequalification generally necessitates additional staff time but does minimize risk as it insures a base level of knowledge and experience in the contractors bidding the project. Prequalification guidelines are found in the State of California Department of Industrial Relations (DIR) requirements. , For the District, it would be extremely hard to exclude the contractors who the District desires to exclude because they do meet the basic prequalification standards. Recessionary Times Keep Construction Costs Low Construction costs vary greatly with the state of the economy. From 2007 until today, in and around 1981, and in other recessions, construction costs are at their very lowest, while in busy times, construction costs are higher than normal. The District paid approximately $300,000 more than anticipated for construction of the Irvine Pumping Station and the City of Newport Beach paid an extra $1 million for a water line project around the same time. The District could not delay the work because the pumping station had to be relocated prior to the County of Orange street widening project. It is indeed a beneficial policy to attempt to construct facilities and infrastructure during recessionary times. 3 GECG -ETKA, INC . Established 1965, Soil Engineering, Geology and Environmental Engineering Material Testing and Inspections 739 N.Main Street,Orange,CA 92868 e Phone(714)771-6911 a Fax(714)771-1278 6 Email:geoeika@aol.com FOUNDATION SOILS EXPLORATION AND PAVEMENT DESIGN RECOMMENDATION AT Project # 189 1475 South Coast Drive at Harbor Boulevare costa Mesa, California FOR Costa Mesa Sanitary District 628 West 191h Street Costa Mesa, California 92627 Date: July 16, 2010 Job No: FR-11164-10 INC. Job No: FRA 1164-10 TABLE OF CONTENTS DESCRIPTION PAGE N0}. Scope.......................... .............................................................................. 1 Proposed Construction................................................................................... 1 SiteCondition.............. ......................... ...................................................... I SoilCondition............. ......................... .................... ............--....... ........ 1 � Exploration........................... .................. ...... ............................ .............. 2 LaboratoryTesting................................................ .......................... ............. 2 Conclusions......... ......... ............... ........................................ .................... 8 SuitaWlitvofthe Project-----..---.~--^--^'---'----'' 3 Strength Characteristics.............. ..................... ................................. 3 ExpansionPotenUad—................... .............. ................ ........... .......... 3 Resistance ^K"Va|ue.............................................. .................. ......... 8 Recommendations. ............. ...................................................... ...... ......... 4 BearingValues... ........................-- ..........................^'.....................' 4 EarthPressure............................................................. ..................... 4 Pavement Design.................................. 4 Excavation and Temporary Shoring ... ............................. ......... ......... 4 Demolition and Tree Removal ............................ .............................................. 5 Grading .................... ........................................ ................ ..................... , 1 GEO-ETKA, INC. Job No: FR-11164-10 DESCRIPTION PLATES Plot Plan "A" Boring Logs "B-1`" and "B-2" Shear Curve "C" Consolidation Curves "D-1" through "D-3" Resistance "R Value "R" Typical Temporary Excavation Detail "TTED" APPENDICES I Soil Classification and Sampler 11 Limitations II OECD-ETKA, INC. Job No: FR-11164-1Q 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 located at Project#189, 1475 South Coast Drive at Harbor Boulevard, 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 proposal dated 5-3-10 and agreement dated 5-27-10. Refer to Appendix 11 for an explanation of the limitations inherent in the field. Proposed Construction Proposed plans are to replace the existing 12 feet deep sewer line with a new line as shown on, Plate "K. 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 50 feet long sewer line has a level surface. It is located along the south side of South Coast Drive at Harbor Boulevard and the 405 Freeway ramp. 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 south by sheetflow. Soil Condition The on site soil is composed of layers of sandy clay and clayey silt along with slurry concrete and aggregate base, as noted, extending to the depth of the boring's 20 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" and "13-2". 1 GEO-ETKA, INC. Job No: FR-11164-10 Soil Condition (cont'd) No ground water was noted; however, some of the soils are moist and may need to be dried or substituted with drier imported sandy materials. The moisture in boring 2 are in the range of 30 to 60%. 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 2 borings, 6 inches in diameter, to a depth of 20 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" and "B-2". 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 ASTIR Test Method D-2216-05. The results of these tests are shown on the Logs of Borings, Plates "B-1" and "B-2". 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 ASTIVI 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. 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". The resulting values are as follows: 2 GEO-ETKA, INC. Job No: FRA 1164-10 Laboratm.TestipUcont'd) Angle of Internal Cohesion Soil T Friction (degrees) (D.S.f.) Gravelly sand 29 325 Sandy clay 30 215 Clayey silt 301/2 160 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 Proect The site is suitable for its intended use, namely replacement of the existing 8 inch diameter, 12 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, 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 moderately expansive with an expansion index of 62 as per 2007 CBC/ASTM D-4829-03. Resistance "R" Value Resistance "R" Value Criteria is presented on Plate "R". 3 GEO-ETKA, INC. Job No: FR-11164-10 RECOMMENDATIONS Bearing Value A bearing value of 1,500 ps.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. 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 Bristol Street are given below should be approved or amended as necessary by the city prior to construction. Asphalt Base rock Paving Thickness Use In inches In inches South Coast Drive 6 15 Excavation and TernpoM 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 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 "TTED". Where there is insufficient room for sloped excavations, mechanical shoring plates (standard city specifications may be used). We recommend that Geo-E,tka, 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. 4 GEO-ETKA, INC. Job No: FR-11164-10 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. 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. 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. 5 GEO-ETKA, INC. Job No: FRA 1164-10 Grading (contd) A moderate amount of grading is anticipated in the development of this site, with upto 14 feet of trench depth to be backfilled upon installation of the new sewer. It is recommended that all surface which is loose that will support patio, sidewalk slabs, or asphalt concrete paving, and all surface which will receive fill or backfill, be scarified to a depth of 8 inches, watered or dried to near Optimum Moisture Content and re- compacted to a minimum of 90%. 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 (CMSID) 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. Water-soluble sulphate content will be determined at the conclusion of the grading if requested by the client or required by the approving agencies. If required by the approving agency, Expansion Index Test will be run at the time of rough grading. 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. In order for us to provide better service, a minimum of 48 hours notice should be provided to schedule or cancel any geo-technical work. 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. 6 GEO-ETKA, INC. Job Na. FR-1'1164-10 Grading (cont'd 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, GEC)-ETKA, INC. Q' I+t Ghayas A. Khan, P. Civil Engineer, C-38344, Expires 3-3 - 1 kv ,Ahmed Ali, President REA No. 04808 Expires 6-30-11 GAK/AA/bg 7 Z H ca ac rX4 IcI pq z a) 1 4-) 0 IQ It C A 0 i V Sw M LJ-J (-D I z cr III 04, Lij 0 -------------- ,A-- abivia-mos Z 0 U, GEC}-ETKA, INC JOB NO: FR-11164-10 PLATE "B-111 Boring One Percent Dry Classification Moisture Density of AC i 8" asphalt paving. PCC Brown, medium to coarse sand, (cemented slurry) , (fill) . GW Brown, slightly silty, gravelly, fine to coarse sand and 3/4" rock, 8.9 51 1.: moist, slightly dense, (bedrock) , 3/40 rock with minor amount of 101 medium to coarse sand, moderately 8'. 103.2 6 moist, loose. W CL Gray fine, sandy clay, very moist, -Z soft, (native' @ 1W) 17.0 CL Gray, silty clay, very moist to wet, soft. CL Orange/brown, fine, sandy clay, 15, very moist, slightly stiff to 14.5 soft. ML Light brown, very fine to fine, sandy silt, very moist, soft to slightly firm. 201 End of boring. 17.9 Depth of bag sample Depth of undisturbed sample No recovery Groundwater Vertical Scale 1" = 40 GEO-ETKA, INC JOB NO: FR-11164-10 PIATE "B-211 Boring Two Percent Dry Classification Moisture Density ON AC t 60 asphalt paving. GW 3/4" baserack, moderately moist, dense, (fill) . CL Dark brown, silty clay, very moist, soft, (fill) . CL Dark brown, very fine to fine 43.1 78.2 sandy clay, very moist, soft, 51 - (native) . ML Light brown, very fine, sandy silt, very moist, soft. CL Gray brown, silty clay, very 59.2 63.2 moist, soft. 102 1 ML Gray.brown, clayey silt, very moist, soft. 32.1 85.4 CL Gray/brown, silty,.clay, very moist, soft. CL Browit, fine, sandy clay, moist to very noist, . slightly firm to soft. 2p' of boring. 15.1 Depth of bag sample Depth of undisturbed sample ❑ No recovery Groundwater Vertical Scale I't = 41 GEO -E°I`[r A, Inc.. ,Fob Number: FR-11164-10 Plata: "C" DIRECT SHEAR TEST 2000 1900 1800 1700 -- 1600 Boring 1 @ 9 ' 0 w 1500 Boring 2 @ 21 ' 140o a Boring 2 @ 11 ' Ce 1300 1200 �+ cn 1100 c� A 1000 � 900 _ Are i 800 (, 700 600 r 500 M 400 00 00, 300 r 200 100 ca Ca Ca 0 0 0 0 0 b 0 0 0 4 0 0 0 0 0 O CS C7 0 0 0 0 0 0 0 0 © a 0 0 O 0 O ,� cn ►h 110 V- Co rn 0 r+ ctit (-, � tr\ % t- ca SURCHARGE PRESSURE, POUNDS PER SQUARE FOOT GEO-ETKA, Inc. Jab Number: FR-11164-10 Plate: "D-1" Boring 1 @ g ' CONSOLIDATION TEST DATA 0.0000 0.0025 7AR ADDE .,,0.0050 w x,0.0075 z 0.0100 z c� H �a H () 0.0125 c.> 0.0150 0.0175 LOAD, (KIPS PER SQUARE FOOT) GEa-ETKA, Inc. Job Number: FR-11164-10 Plate: I'D-2" Boring 2 @ 2P CONSOL-TDATION TEST DATA 0.0000 0.0080 —10.0160 x z w w 0.0240 WAVER w 0.0320 z a 00.0400 z a 0.0480 0.0560 LOAD, (KIPS PER SQUARE FOOT) GEO-ETKA, Inc, Job Number: FR-11164-10 Plate; "D-3„ Boring 2 @ 11 ' CONSOLIDATION TEST DATA 0.0000 0.0120 x-0.0240 u)0.0360 z R ADD&D_ z -t-0.0480 z a 4 Q H 00.0600 ca t� 0.0720 0.0840, �+ a a a a c� ci -Z c LOAD, (KIPS PER SQUARE FOOT) r . 1 . 1 . AN• • " r r MITTFOMIT-1 M « ! 1 r 0 1 g,Im[63 dra I ad" U-14-113 f Ulm —225 « « .. 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Mongol : ■ rrnrl irE■o aam a■iiial oaat go 610 les■■■aa!l■su■ t■Ei■ttin Mlro vrearu■uuuRoEO■■u■r■an■r son MUM ■ ■ o sssrlsis� NOTES r■■■■■rS autuaEESrrraMiatttt ■aessEaaM: au ■ so SEEM Ess■rararaaauuoU .r rusrs a ■ rrrt at ■ wU satauarttawa No atataue■ mMENO IEE me an Ei :mill 'asN u E i sliis MNM i iiliiiiwiis ' ilii' ii o Samoa- aialiiiti al imiiiisi# g lr■sus■ att aso ■Eanli■■■■ oilrtl l l so l l a■■s■w r i■l w t#a#attar■soot■aetrttuii■ .rt.rrrel..ai.ri.rr.iraras.a.ar..e.a..■arras a#aa■#sa■st■oaourrsusese#iuurrurta■uu►l■oreertrtRoarr■ssaraanEr■■easam au■asliosetiouasaraatrtu ■utuutiuuu■v■■utrlruorouuairEts■■tar Roras■ #olio■■rsuoul alias!ututaelE!lrts'■n+erttarrrlrotlsliruarEwaatuwr ■■usrrrtssaNSrrtErruu■stuurrruRoarrurraraRor■rrrrtuu■■aisor■■E#searu arru■tau■assteeurrRoRoStartaeettieswe!■ustre,+■arlEauuuauiuEsrasairrr■r ■■ttauarutaaas■Burr■reaRoriaararrruo■u■u■au■aus■suuong an oOR M ateaot�uooRo■eursswrrls■ us■uuuunu■aa�ruuunariorruestlsarlrrr Roau■uruoaruoararaitsuanauautuanu■sE�"ssuausurualasuuu■sarrr Now lliiiilisiiiiilillli: irwriiieiMaul!litaairr■riiriiiriiaiiiiir■aaiaiva��aaaar■u■�iaiwraE■iiiiui utlutttaaaaaararrErta ua■r Mn aiaaaaaaaawE aaraaarM#rrr�^uru tars strursar aurora stso•ua tar■Ro■ursitou■trriatw.aarrraaauuasaau,�uuuiucuurrarrESero Rost■iawrrlwruuuarorrtrrta auruuaiituu■asressrrttauiauERoSrrwaRoar■! ertswE tlauraiwsareuRo■usEltanrslu truorsssra►rreteartrtrtrtwirRoRoatE ■■■■�wCivaurn arouuatsEaiauisaasasrsrrrtrrwruurri■uuuroea! siwuira t■tiwsrrrlirsur■ sroostuotttasairii#i■■e■ivaoror�wimiato■srorswEi#■ MEOatatinrsrtaairae■aastarrrrarsrs lira■iiiiaeroirra r1,SuuautaIRoSrraa#tt ttta■■■■ louts MUMU■EErrrrautra art asu■ Ills OLuauan■ ss■tw■■!et tettotERoa■ta■Ro■rrelttEiwrsrrrrts ■ariio ■utaurnsar��tsutuluis lust iiiiiiilsiMitLiiRiiiiilililiiiiiiiii■till'''iiiiii°itiiiii�'°iarriiliiilii uut■ntt ■■iaaaaue aula it ass ■r■rii reerrar�s s ■ ■■aaRo r■rrrrtsariRoOrrrrreasRoil'�'�iuman islaniliriso1001itE■ur �" iiaii�isliiii atrrttu■uu■■rwww■looum■ rs■taww#e■rt■ uuoE■t■uu"i �tuw ■■ ■tt oau■laosturar�laraalrill�a■a■■trsuiornrii■RoO�`a.vlEaliaarSum 1101i iiiiliiwiw�ERmesaCOmaiii iiiiiiiilii'ii'Ei ar�« ��•��,� �' iiilli'iiw■"iiiilili'i'w�waiii'ii isasrr■u■Rorrat■iiii�`Tiii�eas_rlmo■iairsiiassii°M'w'�■iai�i'ilii iii'alai■ii■s iii MMUMERAMEMMU �iiia 1 i'0iiiii"E �l�■"iis+�`riii� � 1 Ea�iliilimtwiZRoUtiuisl!#aura w8aaasaieittte#ti■!E■iitlrrss In ivasutat to it 1 GEO-ETKA, INC. Job No: FR-11164-10 Plate: "TTED" LE ' EL I-H VA RI ES Ill 5 MAX BOTTOM OF EXCAVATION TYPICAL TEMPORARY EXCAVATION DETAIL GEO-ETKA, INC . JOB NO: FR-11164-10 SOIL CLASSIFICATION CHART GRAPH LETTER TYPICAL MAJOR DIVISIONS SYM. SYM. DESCRIPTION lot : '�' WELL GRADED CLEAN :.0 GW GRAVEL AND SAND GRAVEL AND GRAVELS COARSE GRAVELLY r `. 1 r' GP POORLY GRADED GRAINED SOILS , SOILS LESS THAN GRAVELS GM SILTY GRAVELS 50% PASS WITH #4 FINES GC CLAYEY GRAVELS " a SW WELL GRADED SAND MORE SAND CLEAN NO FINES THAN AND SAND � . ..�. POORLY GRADED 50% SANDY LARGER SOILS ,: ; ; ; SP SAND NO FINES THAN MORE THAN ` #200 50% PASS SAND SM SILTY SANDS SIEVE #4 WITH • v r Ma 's. F'INEa��^•� r Ra S CLAYEY SANDS FINE SILTS L.L. ML INORGANIC SILTS GRAINED AND LESS SOILS CLAYS THAN CL INORGANIC CLAYS 50 N � I OL ORGANIC SILTS MH INORGANIC SILTS MORE SILTS L. L. THAN 50% AND GREATER PASSING CLAYS THAN CE INORGANIC CLAYS' #200 50 SIEVE a ' OH ORGANIC CLAYS HIGHLY ORGANIC SOILS PT PEAT, HUMUS SOIL SAMPLER FOR UNDISTURBED SAMPLING ONNECTING BRASS TUBING CUTTING, OUPIING ,,/SLEEVE 2.. . 625 INCHES I . [T 7 EDGE _,_,. — ` GEC}-ETKA, INC. Job No. FR-11164-10 LIMITATIONS I. This Gcotechnical 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, chances 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 he 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 It Item VIe rNqTART(DISTRICT C STA MESA SAj an Independent Specia(District Memorandum To: Sewer System Committee From: Scott Carroll, General Manag r ��- '�— Date: February 14, 2012 Subject: Sewer Facts & Figures Miles of forded mains: 4.8 Miles of gravilty sewers: 219.4 Estimated total miles of laterals: 1018.8 Number of service lateral connections: 24,870 Number of sewer manholes: 4,650 Wastewater flow: 10.1 million gallons per day Number of Food Service Establishments (FSE) 449 Percentage of sewer system constructed between the years of: 2000 — Present: 2% 1980 — 1999: 3% 1960 — 1979: 46% 1940 — 1959: 49% Pump Stations Gallons Per minute Mendoza 875 2899 Mendoza ®r Gisler 250 3003 Iowa Street 'rotecti raq aatt-cc>rrrrtrrrrtit i" fieaft6 etrr,�t6e ett,r�ivnrrrti:etat 6�pro oiding sohi ,(.vaste andsnv r'a-o(fection services. (V,(4 Pr),crrrsdca.gov Sewer System Committee February 14, 2012 Page 2 of 3 Pump Stations Gallons per minute Adams 500 2054 Adams Ave Harbor 1,700 521 Wilson Canyon 800 Planned abandonment 999 Canyon Valley 45 Planned abandonment 1140 Aviemore terrace President 634 Planned abandonment 2034 President PI Victoria 785 550 Victoria St Elden 3,750 146 Mesa Dr Irvine 1,800 2677 Irvine Ave Santa Ana 1,430 2449 Santa Ana Ave 23rd 550 2401 23`d St, NB California 269 1803 California St. South Coast Plaza 460 19,th 100 Planned abandonment 1035 1 gth St Iowa 150 1601 Iowa St Westbluff 160 Planned abandonment 1059 Westward Ln Sea Bluff 110 Planned abandonment 1099 Seabluff Dr Sewer System Committee February 14, 2012 Page 3 of 3 Pump Stations Gallons per minute City Yard 85 2300 Placentia 21 st 825 21 st Street, N B CMSD Fleet & Eguipment Unit 1001 1992 Vactor combination truck Unit 1002 Portable Generac Generator 190 Unit 1003 Portable Generac Generator 85 Unit 1004 2002 Chevrolet Silverado 3500 Unit 1005 1990 Ford Water Truck Unit 1006 Arrowboard Unit 1007 Bypass Pump w/hose Unit 1008 Bypass Pump w/hose Unit 1009 2008 Chevrolet Silverado 2500 Unit 1010 Bypass Pump w/hose Unit 10111 Portable 111/lultiquip Generator 67 Service Area No. of Parcels Housing Units Building Sq. Ft. Area Commercial 1,577 0 32,141 ,057 Industrial 789 0 9,601 ,103 Multi-Family 5,157 25,518 Single Family 17,788 18,358 Trailer 765 996 Item VII.a. 00PROBIN B. HAMERS & ASSOC., INC. 234 E. 17TH ST., SUITE 205 CIVIL ENGINEERS & PLANNERS 0 SURVEYORS COSTA MESA, CA 92627 ..since 1981 Phone 949/548-1192 Fax 949/548-6516 Proposal for Preliminary Engineering Project#101 West Side Pumping Station Abandonment Overview and Current Status Costa Mesa Sanitary District (CMSD) engineers attended the kickoff meeting with Orange County Sanitation District's (OCSD) consultant Dudek on January 11, 2012 for the OCSD Southwest Costa Mesa Trunk Sewer. Dudek's scope of work includes an alignment study culminating in determining the final alignment of the proposed trunk sewer and preparing an EIR for both the trunk sewer and CMSD's proposed facilities that may impact the environment. The remaining proposed CMSD facilities will be addressed in a Negative Declaration prepared by CMSD. It was always planned for CMSD to work in parallel with OCSD; meaning now is the time for CMSD to begin preparing preliminary plans suitable for preparing accurate engineers' estimates. Preliminary plans are necessary in order to determine the new gravity line sizes, slopes and depths, and the work needed to abandon each pumping station. Also expected is for CMSD engineering staff to attend regular progress meetings for the Southwest Costa Mesa Trunk Sewer and the EIR. The preliminary CMSD plans need to be converted into exhibits for the EIR, and CMSD staff may have to attend various workshops and hearings. A few of the proposed CMSD gravity lines will be located in future easements that need to be acquired. Easement acquisition includes preparing maps and legal descriptions, meeting and negotiating with property owners, working with an appraiser, and potentially working with the CMSD attorney if acquiring the easements is resisted by the property owners. Also necessary is meeting with the various agencies who are affected by the CICSD and CMSD projects including the City of Costa Mesa, City of Newport Beach, Department of Fish and Game, Department of Fish and Wildlife, Army Corps of Engineers, Orange County Flood Control District, Orange County Harbors, Beaches, and Parks, and various citizens groups and non-governmental organizations (NGOs). 1 ROBIN B. HAMERS & ASSOC., INC. 234 E. 17TH ST., SUITE 205 CIVIL ENGINEERS * PLANNERS * SURVEYORS COSTA MESA, CA 92627 U ...since 1981 Phone 949/548-1192 Fax 949/548-6516 Lastly, C WSD staff will meet with the California Sea Breeze FJOA to make plans for the abandonment of the private pumping station at the westerly end of W. 18t" Street. A very important note is that all preliminary work will be used in the final engineering plans so no work will be repeated, discarded, or wasted. 2 ROBIN B. HAMER ► & ASSOC., INC. 234 E. 17TH ST., SUITE 205 CIVIL ENGINEERS • PLANNERS • SURVEYORS COSTA MESA, CA 92627 ...since 1981 Phone 949/548-1192 Fax 949/548-6516 Overall Scope of Work Project NJ 01 West Side Pumping Station Abandonment Project: 101 West Side Pumping Station Abandonment Phase: Phase 2; Preliminary engineering and cost estimates; prepare portion of joint FIR Work: 1. Preliminary Engineering • Prepare pumping station abandonment plans • Prepare force main abandonment plans • Prepare new gravity sewer plan and profile • Identify easements to be vacated • Identify newly required easements • Prepare preliminary cost estimates 2. EIR • Prepare narrative of abandonment of each pumping station and force main • Prepare narrative of each easement to be vacated and each easement to be acquired • Prepare narrative of environmental impacts of CMSD work • Prepare exhibits of abandonment work and new gravity sewer construction • Calculate long term energy savings and reduction in greenhouse gases and carbon emissions • Identify and prepare narrative for multiple alternatives to the presently anticipated scope of work as typical for FIR preparation • Review and discuss with OCSD consultant information on proposed OCSD facilities • Prepare Negative Declaration for abandonments not considered to impact environment 3 00 ROBIN B. HAMERS & ASSOC., INC. 234 E. 17TH ST.,SUITE 205 CIVIL ENGINEERS " PLANNERS & SURVEYORS COSTA MESA, CA 92627 U since 1981 Phone 949/548-1192 Fax 949/548-6516 • Other requirements for EIR as disclosed during the EIR preparation • Attend public hearings and workshops for receiving comments on EIR 4 ROBIN B. HAMERS & ASSOC., INC. 234 E. 17TH ST., SUITE 205 CIVIL ENGINEERS • PLANNERS ' SURVEYORS COSTA MESA, CA 92627 U since 1981 Phone 949/548-1192 Fax 949/548-6516 Detailed Scope of Work for Each of 6 Pumping Stations Project#101 West Side Pumping Station Abandonment Abandonment of Canyon Pumping Station (Tvi)ical for Each of 6 Pump ire g,Stations 1. Prepare Limited Topographic Map • Research • Pre-calcs • Aerial targets • Limited ground survey • Aerial photogrammetric survey • Merge ground survey, aerial survey, and control survey • Drafting 2. Prepare preliminary engineering plans • Obtain utility information and add to plans • Prepare front end sheets • Prepare plan and profile of new gravity sewer • Prepare demo plans for pumping station • Prepare MH details • Prepare detail sheets; trench section, lateral connections, etc. • Prepare sewage flow by-pass plans 3. Prepare Engineers Estimates • Prepare quantities • Meetings with multiple contractors • Determine unit costs • Prepare report for General Manager and Board 5 ROBIN B. HAMERS & ASSOC., INC. 234 E. 17TH ST., SUITE 205 CIVIL ENGINEERS * PLANNERS • SURVEYORS COSTA MESA, CA 92'627 ...since 1981 Phone 949/548-1192 Fax 949/548-6516 4, Work to be Completed During Final Engineering Coordinate soil testing • Obtain proposals • Prepare quote sheet • Prepare consultant agreement • Review soils report Coordinate Traffic Control Plans • Obtain proposals • Prepare quote sheet • Prepare consultant agreement • Review plans Revise Hydraulic Model and Verify Results • Field check flow depths • Review OCSD flow meter results • Prepare report Prepare specs Attend agency meetings Processing plat-is and addressing comments 6