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CEE04J Moonlight Pump Station Forcemain Rehab-6Ju1.13. 2004 10:47AM Post -it" Fax Note 7671 co./Dep'K a� Phone #,;.P _ 32)_, z� r FaXfl 2_V-- e&i_Z�Wj N0.0081 P- 1 ueie , From Co. (( dd Phone # '7;0 7zf '5 YAK r O Fex cry . ' Z( — SJ PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED MOONLIGHT BEACH RUN -OFF TREATMENT PLANT COTTONWOOD CREEK ENCINITAS BOULEVARD AND 3 "D STREET ENCINITAS, CALIFORNIA APRIL 24,2002 Prepared For: CITY OF ENCINITAS c/o KIPP HEFNER 505 SOUTH VULCAN ENCINITAS, CA Jul-13. 2004 10:41RM April 24, 2002 To: City of Encinitas Go Mr. Kipp Hefner 505 South Vulcan Encinitas, CA G F 0 T E C. H NJ C'AL C 0 N 5 U I T A N I s N o . 0 0 8 1 P. 2 Subject: Preliminary Geotechnical Investigation, Proposed Moonlight Beach Run -Off Treatment Plant, Cottonwood Creek, Encinitas Boulevard and 3rd Street, Encinitas, CA. In accordance with your request and authorization, we have conducted a Geotechnical investigation at the subject site. The accompanying report presents a summary of our investigation and provides conclusions and recommendations relative to site development. Please do not hesitate to contact this office if you have any questions regarding our report. We appreciate this opportunity to be of service. Respectfully submitted, Geopacfiica Inc. James F. Knowlton R.C.E. 55754 C.E.G. 1075 3 0 6 0 INDUSTRY ST S U I T E 1 0 5 0 C E A N S I D E C A 9 2 0 5 4 2 Jul-13. 2004 10,41RM TABLE OF CONTENTS N0-0081 P- 3 Section Page 1.0 INTRODUCTION .................................. ............................... 5 2.0 SITE DESCRIPTION AND PROPOSED DEVELOPMENT ........... 5 3 2.1 Site Description ..... ..................:...........I ...... I., ............ 5 2.2 Proposed Development ................ ............................... 5 3.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING ... 6 4.0 GEOTECHNICAL CONDITIONS .............. ............................... 6 4.1 Regional Geology ........................ ............................... 6 4.2 Site Geology ............................... ............................... 6 4.3 Geologic Structure ....................... ............................... 7 4.4 Surface and Ground Water ............... ............................ 7 5.0 FAULTING AND SEISMICITY ................. ............................... 7 5.1 Faulting .................................... ............................... 7 8 5.2 Seismicity .................................. ............................... 5.2.1 Lurching and Shallow Ground Rupture .................. 8 5.2.2 Liquefaction and Dynamic Settlement ................... 9 5.2.3 Seismic Shaking Parameters .............................. 9 6.0 CONCLUSIONS .................................... ............................... 9 7.0 RECOMMENDATIONS ........................... ............................... 10 7.1 Earthwork ................................... ............................... 10 7.1.1 Treatment of Existing Soils ... ............................... 10 7.1.2 Excavations ....................... ............................... 10 7.1.3 Trench Excavation and Backfill ........................... ... 11 7.1.4 Fill Placement and Compaction ............................ 11 7.1.5 Expansive Soils ................. ............................... 11 7.2 Surface Drainage ......................... ............................... 11 7.3 Foundation .and Slab Design Considerations ..................... 11 7.3.1 Foundations — Treatment Facility .......................... 12 7.3.2 Foundations — Wet Well ........ ............................... 12 3 Jul-13, 2004 10:47AM Section No-0081 TABLE OF CONTENTS (Continued) 7.3.3 Settlement ....................... ............................... 7.4 Lateral Earth Pressures and Resistance ......................... 7.5 Retaining Wall Drainage and Backfill .............. . ............... 7.6 Construction Observation ............. ............................... Figures Figure 1 — Boring Location Map ...................... ............................... Figure 2 — Foundation Design .......................... ............................... Appendices Appendix A — Boring Logs Appendix B — Laboratory Testing Procedures and Test Results Appendix C — General Earthwork and Grading Specifications P, 4 Page 12 12 13 14 2 8 A N o . 0 0 8 1 P- 5 Jul.l3 2004 10:47AM sic) i r c. 1,K,I r, A L C O N's U L I A N 14 1.0 INTRODUCTION This report presents the results of our geotechnicaitfoundation investigation at the subject site. The purpose of the investigation was to identify and evaluate the Geotechnical conditions to provide scope o�serv'cessof the recommendations regarding the proposed deye o investigation included: • Review of available pertinent published and unpublished geologic literature and maps Aerial photographic analysis to assess the general geology of the site. • Field reconnaissance of the existing onsite Geotechnical conditions. • Subsurface exploration consisting of the excavation, logging and sampling of four small diameter borings. The logs of the borings are presented in Appendix A. • Laboratory testing of representative, undisturbed and bulk soil samples obtained from our subsurface exploration program (Appendix B). • Geotechnical analysis of field data and laboratory test results. • Preparation of this report presenting our findings, conclusions and recommendations with respect to the proposed development. 2.0 SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2.1 Site Description The irregularly shaped subject site is bounded by vacant land (cottonwood creek) south, and 3` Street to the west and east and Encinitas Boulevard to the north respectively, in Encinitas, California (Figure 1). The site is currently vacant, with the exception of a sewer pumping station, and has been previously been graded with some undocumented debris fill placed. 2.2 Proposed Development We understand the proposed Treatment Plant and proposed wet well will include construction of a 10 -foot by ' 24 -foot pad area and a wet -well and drainage facilities (Figure 1). However, building loads are assumed typical for these types of structures. Other than excavation for the proposed wet -well, no grading is proposed. No. 0081 P, 6 Jul-13. 2004 10:47AM 7I c,� C-90Tf GNN ICAL C O N B U l I A N 1 .1 3.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING Our subsurface exploratory program consisted of the excavation of 4 small diameter borings drilled to a maximum depth of 15 feet in the proposed structure areas. The approximate locations of the borings are shown on the Plot Plan (Figure 1). The purpose of this program was to evaluate the physical characteristics of the onsite soils pertinent to the site development and check existing ground water levels. The borings were logged and sampled by a geologist from our fine. Bulk and relatively undisturbed samples of the soils were obtained for laboratory testing. Logs of the borings are presented in Appendix A. Subsequent of logging and sampling, all borings were backfilled. Laboratory testing was performed on representative samples to evaluate the moisture, density, and strength characteristics of the subsurface soils. A discussion of the laboratory tests performed and a summary of the laboratory tests are presented in Appendix C. Moisture and density test results are provided on the boring logs (Appendix B). 4.0 GEOTECHNICAL CONDITIONS 4.1 Regional Geology The subject site is situated in the coastal section of the Peninsular Range Province, a California geomorphic province with a long and active geologic history throughout southern California. Through the last 54 million years, the area known as the San Diego Embayment has undergone several episodes of marine inundation and subsequent marine regression. This has resulted in a thick sequence of marine and non - marine sediments deposited on rocks of the southern California batholith with relatively minor tectonic uplift of the area. 4.2 Site Geology Based on our subsurface exploration (Appendix B), aerial photographic analysis, and review of pertinent Geotechnical literature and maps, the subject site is underlain by recently placed fill, Holocene alluvial deposits which are, in turn, underlain by the Tertiary Del Mar Formation. Undocumented fill soils were encountered mantling the alluvial deposits in Cottonwood Creek. The undocumented fill consists of trash and debris along with large rocks and an unknown amount of concrete and asphalt. The alluvial deposits were observed to predominantly consist of red - brown, orange- brown, and gray, moist to saturated, medium dense , silty, fine4o- medium- grained sand and silt. Based on laboratory testing and visual classification, the alluvial deposits 'on the site generally have relatively low shear strength and a low to medium expansion potential. 6 Ju k l L 2004 10:47AM 77 No0081 P 1 U 1.(, 11:N I r: I.1 U' n N I r U L 11 T n N I s The Del Mar Formation although not encountered during our investigation will primarily consisted of yellow -brown to olive -brown and green -gray, moist, dense to very dense, silty to slightly clayey, sandy, silt -stone and sandstone, Based on our experience with similar materials, the formation typically has relatively high shear strengths and a low to medium expansion potential. Undocumented Fill soils were encountered in Borings B -3 and B-4. These undocumented fill soils were approximately B -10 feet thick and consisted of brown to , silty sand that contained abundant debris consisting of rocks greater that 2 feet in diameter and concrete and asphalt. These soils are not considered suitable for the support of structural loads or support of fill in their present condition and will not be stable if cut vertically. Doing large diameter borings will also be difficult to impossible in this material. 4.3 Geologic Structure Observations made during our subsurface exploration and experience with similar units on nearby sites indicate that the alluvila deposits and sandstone units and silt -stone of the Tertiary Del Mar Formation are generally massive in this area with no signfcant geologic structure. Pertinent Geotechnical literature indicates that the sedimentary soils are generally flat lying to gently dipping. No major folding of the sedimentary units is known or expected to exist at the site. 4.4 Surface and Ground Water Surface water and groundwater were evident at the time of our investigation. Surface water was flowing in Cottonwood Creek and will continue to flow year round. Ground water was encountered in our borings. Ground water is anticipated to be a constraint to development. Seasonal fluctuations in rainfall and irrigation, variations in ground surface and subsurface conditions may significantly affect ground water levels. We recommend that all below grade walls be appropriately waterproofed. Groundwater was encountered at a depth of 7 -feet below the ground surface. 5.0 FAULTING AND SEISMICITY 5.1 Faulting The two principal seismic hazard considerations for developmental projects in southern California are damage resulting from earthquake - induced shaking and surface rupture along active or potentially active fault traces. The criteria followed in this report, relative to fault activity, are those enacted by the State of California and utilized by the California Division of Mines and Geology in the Alquist - Priolo Act. This act establishes special study zones for active or potentially active faults to assure that unwise urban development does not occur across the traces of No 0081 P 8 Jul-13. 2004 10:48AM CEi+fE : NIe AI active faults. The subject site does not lie within the Alquist- Priolo Special Studies Zone. An active fault is a fault, which has had surface displacement within the last 10,000 to 11,000 years (Holocene Epoch). A fault which exhibits ground rupture within the last 2 million years (Quaternary Period), but does not exhibit direct evidence of offsetting Holocene sediments, is considered potentially active. Any fault shown to be older than the Quaternary period is considered inactive. A review of available geologic literature and aerial photographs pertaining to the subject site indicates that there are no known active faults crossing the property. Nor was any indication of faulting during our subsurface investigation. The nearest significant active regional faults are the Elsinore Fault Zone, located approximately 19 miles northeast of the site and the offshore extension of the Rose Canyon Fault Zone, located approximately 5 miles to the southwest according to maps prepared by the California Division of Mines and Geology. 5.2 Seismicity The subject site can be considered to lie within a seismically active region, as can all of southern California. A maximum probable earthquake is the maximum expectable earthquake produce from a causative fault furring a 100 -year interval. The effect of seismic shaking may be mitigated by adhering to the Uniform Building Code or state -of -the -art seismic design parameters of the Structural Engineers Association of California. A number of secondary effects are produced by seismic shaking. These include soil liquefaction, seismic settlement, and lurching. 5.2.1 Lurching and Shallow Ground Rupture Soil lurching refers to the rolling motion on the surface by the passage of seismic surface waves causing permanent inelastic deformation of surficial soil. Effects of this nature are likely to be significant where the thickness of soft sediments varies appreciably under a structure. Damage to the proposed development should not be significant because of the shallow nature of the on -site alluvial soils and the type of structures. Breaking of the ground because of active faulting is not likely to occur on site due to the absence of active faults. Cracking due to shaking from distant seismic events is not considered a significant hazard although it is a possibility at any site. N0-0081 P- 9 Jul-13. 2004 10:48AM r., T r C, -H N I C A L C O N B U L f A N 1 s 5.2.2 Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement while the stability of silty clays and clays is not adversely affected by vibratory motion. Liquefaction is typified by a total loss of shear strength in the affected soil layer, thereby causing the soil to flow as a liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. Settlement may also occur in loose and cohesion -less material as a result of rapid, seismically induced shaking. The onsite alluvial soils are moderately susceptible to liquefaction and the underlying bedrock is not liquefiable. 5.2.3 Seismic Shaking Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code (Intemational Conference of Building Officials, 1997) and Peterson and others (1996), the following seismic parameters are provided. Seismic zone (per Figure 16 -2* 0.40 Seismic Zone _Factor (per Table 16 -1") - -. -- S° Soil Profile Type (per Table 16 -J") , _ _ — �eismic Coefficient Ca (per Table 16 -Q" _ 0.44 NA _. . Seismic Coefficient Cv (per Table 16 -R") 0.64 Nv Near Source Factor NA (per Table 1.0 Near Source Factor Nv r Table 16 -T' - 1.0 Seismic Source T�rpe (per Table 16 -U" B 5.7 mi. 9.2Km) Distance to Seismic Source Upper Bound Earthquake __ Mw 6.9 _ *.Figure and Table references from Chapter 16 of the Uniform Building Code (1997). 6.0 CONCLUSIONS Based on the results of our Geotechnical investigation of the site, it is our opinion that the proposed development is feasible from a Geotechnical standpoint provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the main Geotechnical factors, which may affect development of the site_ • Based on laboratory testing, visual classification and our experience the on -site fill soils and alluvial soils are not competent and special consideration will have to be given to excavations for the proposed wet -well and for foundation design No-0081 P 10 Jul•13, 2004 10:48AM N I (: "I I c n N R U l (n N T o • Loose fill soils encountered on the site are potentially compressible and are not considered suitable for structural loads or are they capable of being excavated at vertical or near vertical angles. Active faults are not known to exist on or in the immediate vicinity of the site. • The maximum anticipated bedrock acceleration on the site is estimated to be approximately 0.149g based on a maximum probable earthquake of Richter Magnitude on the active Rose Canyon fault. • Ground water was encountered. Ground water is anticipated to have an impact on the proposed project based upon the currently proposed design. • Excavation of the onsite soils should generally be feasible with conventional, heavy - duty earthwork equipment in good condition. Localized areas of debris fill may be difficult to excavate'and may be unstable at steep angles. • Oversize rock materials may be generated from excavations in the onsite soils. These materials should be disposed of off site. 7.0 RECOMMENDATIONS 7.1 Earthwork We anticipate that earthwork at the site will consist of site preparation, excavation and backfill. We recommend that earthwork on site be performed in accordance with the following recommendations. 7.1.1 Treatment of Existing Soils In area to receive the proposed treatment facility the soils should be scarified to a depth of 12- inches, watered and compacted to 90% of the maximum density. 7.1.2 Excavations Excavation of the onsite soils may be accomplished with conventional, heavy -duty grading equipment. Due to the nature of the deposits, temporary excavations such as utility trenches with vertical sides may not be stable. Temporary excavations deeper than 5 feet should be shored or laid back to 1:1 (horizontal to vertical). Shoring recommendations can be provided if needed when final plans are available. All excavations should be made in accordance with OSHA requirements. in No.0081 P• 11 Jul-13. 2004 10:48AM 1'.Ir 01 7N 117K A G E 8 I E C H N A 1 C ll N •+ U I I A N I '. 7.1.3 Trench Excavation and Backfill Excavation of utility trenches and foundations in the onsite soils appears to be generally feasible with heavy -duty backhoe equipment. The onsite soils may be used as trench backfill provided they are screened of organic matter, debris, and rock fragments greater than 6 inches in maximum dimension. Trench backfill should be compacted in uniform lifts (not exceeding 8 inches in thickness) by mechanical means to at least 90 percent relative compaction (ASTM Test Method D1557 -78). 7,1.4 Fill Placement and Compaction The onsite soils are generally suitable for use as compacted fill provided they are free of organic material and debris. All fill soils including retaining wall backfill should be brought to near - optimum moisture conditions and compacted in uniform lifts to at least 90. percent relative compaction based on laboratory standard ASTM Test Method D1557 -78. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in thickness. Placement and compaction of fill should be performed in general accordance with local grading ordinances, sound construction practice. 7.1.5 Expansive Soils Soils encountered on site should have a very low to medium potential for expansion. Expansive soils are not expected to be a constraint to development. 7.2 Surface Drainage Surface drainage should be controlled at all times. Positive surface drainage should be provided to direct surface water away from the structure, toward the street or suitable drainage facilities. 7.3 Foundation and Slab Design Considerations Foundations and slabs should be designed in accordance with structural considerations - and the following recommendations. These recommendations assume the soils encountered within 4 feet of pad grade will have a very low to low potential for expansion. This should be evaluated as necessary during grading. Sub -grade soils should be thoroughly moistened prior to placement of concrete or moisture barriers. The following preliminary foundation design parameters are based on a plan prepared by PBSU. UL Jul.13. 2004 10:48AM 7.3.1 7.3.2 7.3.3 No.0081 P- 12 7u-_,oT,1KM1'A IINI(: AI I T A N 1 5 Foundations — Treatment Facility After treatment of the existing soils the foundation for the proposed treatment facility can be constructed in accordance with Figure 2 — Foundation Design. The treatment facility will be constructed on a mat foundation 8- inches in thickness with thickened edges 12- inches in thickness. Reinforcement will consist of #5 bars placed 12- inches on center, both ways. Two additional #5 bars will be placed in the thickened edge. This is based upon a foundation design of 1500 pounds per square foot. Foundations — Wet Well The following foundation construction recommendations are presented for the proposed wet well foundation. Once the wet well is excavated the bottom of the excavation should be over - excavated a minimum of two feet. A layer of stabilization fabric (Mirifi HP570 or equivalent) should be placed at the bottom of the overexcavation and then 2 -feet of % to 1 -inch rock should be placed. Settlement The recommended allowable bearing capacity (for isolated spread footings and for a mat foundation) is generally based on a maximum total and differential settlement of 1 inch and 9/ inch, respectively. Actual settlement can be estimated on the basis that settlement is roughly proportional to the net contact bearing pressure and only after column loadings, locations, and footing elevations have been designed. Since settlement is a function of footing size and contact bearing pressure, some differential settlement can be expected between adjacent columns or walls when: a large differential loading condition exists. However, for most cases, differential settlements are considered unlikely to exceed '/ inch. With increased footing depth/width ratios, differential settlements should be less. 7.4 Lateral Earth Pressures and Resistance Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the walls can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it may be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. ,1) Jul-13. 2004 10:49AM (:LUI I <: IINI(: •I L t A N l b No. 0081 P- 13 The recommended equivalent fluid pressure for each case for walls founded above the static ground water table is provided below: Cantilever wall (yielding) Restrained wall (non - yielding) Passive resistance Equivalent Fluid Pressure 35 pcf 50 pcf 350 pcf As an alternate to the above triangular pressure distribution for cantilever walls, the walls may be designed for a rectangular distribution of 25H psf where H is the retained earth height (in feet). The above pressures assume non - expansive, level backfill and free - drainage conditions. Non - expansive backfill should extend horizontally at least 0.5H from the back of the wall where H is the wall height. Retaining walls should be provided with appropriate drainage. The soil resistance against lateral loading consists of friction of adhesion at the base of foundations and passive resistance against the embedded portion of the structure. Concrete foundations designed using a coefficient of friction of 0.35 (total frictional resistance equals coefficient of friction times the dead load). In lateral resistance applications, a passive resistance of 350 psf per foot of depth with a maximum value of 3,500 psf can be used for design. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance provided the passive resistance does not exceed two- thirds of the total allowable lateral resistance. The coefficient of friction and passive resistance values can be increased by one -third when considering loads of short duration such as wind or seismic loading. Surface drainage should be controlled at all times. The subject structures should have appropriate drainage systems to collect roof runoff. Positive surface drainage should be provided to direct surface water away from the structures toward the street or suitable drainage facilities. Positive drainage may be accomplished by providing a minimum 2 percent gradient from the structures. Planters should not be designed below grade adjacent to structures unless provisions for drainage such as catch basins and pipe drains are made. In general, ponding of water should be avoided adjacent to the structures. 7.5 Retaining Wall Drainage and Backfill Retaining walls should be provided with appropriate drainage. For the wet well, walls should be designed with consideration of hydrostatic pressure of be provided with drainage . Walls should be provided with appropriate waterproofing in accordance with the recommendations of the design civil engineer or architect. Retaining wall backfill should be compacted to al least 90 percent of the soil's 11 Jul-13, 2004 10:49AM N0.0081 P, 14 l7 k 01 I. f: 11 N I<:-Al r. C N R U 1. 1 A N i 5 maximum dry density based on ASTM Test Method D1557 -78. Backfill should be mechanically compacted in lifts not exceeding 8 inches in thickness. 7.6 Construction Observation The recommendations provided in this report are based on preliminary structural design information for the proposed facilities and subsurface conditions disclosed by borings. The interpolated subsurface conditions should be checked in the field during construction by representatives of Geopacifica Inc. Final project drawings should be reviewed by the Geotechnical engineer prior to beginning construction. Construction observation of all onsite excavations and field density tests of all compacted fill should be performed by the Geotechnical consultant to document construction is performed in accordance with the recommendations of this report. 1 s Ju1,13 2004_10 :49AM 7�5 No-0081 4 T_ E L "45 bars Q d' aC i�� ThwklhE� C+ 0 EA 4 1-50%146jon $'' t'{•i��C 1�� FeN,n�a��eh (31poo eS4 Pte) `4510 rsp,l , OG Scale 1 "= 5' Foundation Plan - Run -off Treatment Plant GEOPACIFICA ` PROJECT NO. I FIGURE NO. 2 Ju1.1L 2004 10:49AM \I_. f IL tp ,0 C3 0 pA O N o . 0 0 8 1 P- 16 Jul-13, 2004 10:49AM APPENDIX A Borinsa Loos No, 0081 P- 11 is Ju1-13. 2004 10:49AM No-0081 DRILLING COMPANY: GeOpac RIG: Auger DATE: 4/1/02 14 0 lbs 18 ELEVATION: 22. 0 DROP; u BORING DIAMETER: 4i� DRIVE WEIGHT; Lu LL W BORING NO. 1 v W V V < W LU > O ¢ a z O SOIL DESCRIPTION Un��ed F� 111% Brown aT.A k jj %j br,wv%, dry sffiy swJ w /ole6vr , Cvncvc c- and %4L14 pi6toi F -TAIc ft&sj a faa a.a CkArl s 5 10 16 20 26 80 BORING LOG GEOPACIFICA I PROJECT NO. FIGURL NO. A -1 Jul-13. 2004 10:49AM No-0081 P- 19 DRILLING COMPANY: Geopac RIG; Auger DATE: 4/1/02 BORING DIAMETER: 411 1401bs DRIVE WEIGHT: 1 a 11 ELEVATION: 22.0 DROP: w g " BORING NO. 2 a LL. �C •• ai W � oat 0 � c O O � SOIL DESCRIPTION O Lo m C m D .• No ao " C -11 L -I 1t ti� L s .d1 avid silo. uj/okosYi7,, AeLY'\.S Gehto4 #t ' vash, Urvcr�t) 6 A11uVX%Af - : I qki 6yowhj sandy s' l�, rrl•l i we� w,ediv� Y" 10 �j , 'Coal P¢r�i`t -' Na twin so 16 20 80 GEOPACIFICA BORING LOG IPROJECT NO. FIGURE NU. A-2 Jul-13. 2004 10:49AM DRILLING COMPANY: Geopac BORING DIAMETER: 4" DRIVE WEIGHT: � ~ �^ J � 0 o w� vv _ ~ > 3 M c O Q 0 m C m Or V 00v 6 10 16 20 26 30 RIG: Auger 1401bs DROP: 18" No-0081 P- 20 DATE: 4/1/02 ELEVATION: 19.01 BORING NO. 3 SOIL DESCRIPTION 1 Nn d aCJ�►�tnT�� 1 at-wv, A►��l �� C bYaWv� 51 � � �t�.v�S Gr�St <�`irt5 Ghcv c ;cj aspk-,l4 eo tdc.� -s BORING LOG GEOPACIFICA I PROJBCI' NCB. I FIGURE NO. A -3 I N 0 . 0 0 8 1 P- 21 Jul-13. 2004 10 :50AM RIG: Auger DATE: 4/01/02 DRILLING COMPANY: Geopac . 19.0 BORING DIAMETER: 411 DRIVE WEIGHT: 1401bs DROP: 18 ELEVATION; w g m ,� BORING NO. 4 w co 0 w V H V ch 9L v > O $ p SOIL DESCRIPTION O m C m C r V a0 w ° U1w�►v�%KN%.cJm6 Ft ��l��nr., �C�SC w��1 mtX6d wTh o11,� r� G►.Sts�,rs� E 10 16 20 26 SO b r6wh �o `�•�h 54r �'t �} '1nCdluw, $ d,�►�C � l�J�• lb Sa��v��tJl � wa''�,v � '7 � G,,vtn� GEOPACIFICA -�6 �„ 1 rier 1; t s I W "k-2., cz) 1+1 ' cov�r'y total w - BORING LOG IPROJECT NO. IFIGURE NO, A-4 I Na,0081 P- 22 Jul-13. 2004 10:50AM r EOTECHN,ItAt C 0 N 4 11 1 1 A N 1 r APPENDIX B Laboratory Testing Procedures and Test Results Moisture and Density Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and /or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads, a motor- driven, strain- contralied, direct -shear machine, the motor was stopped and the sample was allowed to "relax" for approximately 15 minutes. The "relaxed" and "peak" shear values were recorded, it is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up in the samples due to application of shearing force. The relaxed values are therefore judged to be a good estimation of effective strength parameters. The test results were plotted on the "Direct Shear Summary". 1 L N o . 0 0 8 1 P- 23 Ju1,13. 2004 10:50AM 1(A Ck O�C AL c o N S U L 7 A N 1 5 EXPANSION INDEX TEST SAMPLE SOIL TYPE EXPANSION EXPANSION LOCATION INDEX POTENTIAL gait 1.1' SM 15 VERY LOW B-4@7' SM is VERY LOW MAXIMUM AENSITY TESTS SAMPLE SAMPLE iPTI<ON MAXIMUM DRY DENSITY OPTIMUM MOISTURE CONTENT LQCA T ION DESg BA @,7' SILTY SAND 122.5 11.0 B-1@1' 1' SILTY SAND 116.0 12.0 PH AND MIM MYM (RESISTIVITY TESTS SAMPLE LOC &TION PH MIIdIIN1UM RERSTTVITY 7.5 7,000 B-4 7' 6.9 2,500 Jul-13, 2004 10 :50AM CE01t C. 11 uIG A,I C u n s V l T A N I B N o . 0 0 8 1 P- 24 DIRECT SHEAR TE T SAMPLE LOCATION FRICTION ANGLE COHEMON (PS-F) 27 200 B407' 26 250 N o . 0 0 8 1 P- 25 Jul-13. 2004 10:50AM 7LC)1171 t: fl N s Q l I A N 1 8 APPENDIX C General Earthwork and Grading Specifications 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the Geotechnical report and shall be superseded by the recommendations in the Geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations, which could supersede these specifications, or the recommendations of the Geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications as well as the Geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified Geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the Geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the Geotechnical consultant. The contractor shall not assume that the Geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations in the Geotechnical report and the approved grading plans not withstanding the testing and observation of the Geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the Geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. 1 .9 No-0081 P, 26 Jul-13. 2004 10:50AM (:1111 �� '�V.'II1'A G E 0 T E CNN It:AI C U N 5 II I I A N I S Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test Method ASTM D1557_ 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies, and the Geotechnical consultant. The Geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials should not be allowed. 3.2 Processing; The existing ground which has been evaluated by the Geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be over - excavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Over- exoavation: Soft, dry, organic,rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be over - excavated down to competent ground, as evaluated by the Geotechnical consultant. For purposes of determining quantities of materials over - excavated, a licensed land surveyor /civil engineer should be utilized. 3.4 Moisture -Conditioning: Over - excavated and processed soils should be watered, dried -back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recompaction: Over - excavated and processed soils which have been properly mixed, screened of deleterious material, and moisture - conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the Geotechnical consultant. 3.6 Benchin Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide; at least 2 feet into competent material as evaluated by the Geotechnical consultant. Other benches should be excavated into competent material , A No. 0081 P- 27 Jul.13. 2004 10:50AM C.yrX :��i'�4::l.i a 1 n i i r. ❑ N 1, A l , O N S U L T A N l i as evaluated by the Geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise over - excavated when recommended by the Geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe -of -fill benches, should be evaluated by the Geotechnical consultant prior to fill placement. 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the Geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the Geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed In fills, unless the location, materials, and disposal methods are specifically recommended by the Geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize materials should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4,3 Imp: if importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the Geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 51 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near - horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 MoistuM Conditioning: Fill soils should be watered, dried -back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. No-0081 P- 28 Jul -13, 2004 10:51AM C E T 6 C, H N I c A 1 c u m 7111 1 I A N I 5.3 Compaction of Fill. After each layer has been evenly spread, moisture. conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished, in additional to normal compacting procedures, by back - rolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing. satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face should be at least 90 percent. 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed by the Geotechnical consultant. The location and frequency of tests should be at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and /or each 10 feet of vertical height of the slope. 6.0 Sub -drain Installation Sub -drain systems if recommended should be installed in areas previously evaluated for suitability by the Geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The sub -drain location or materials should not be changed or modified unless recommended by the Geotechnical consultant. The consultant, however, may recommend changes in sub -drain line or grade depending on conditions encountered. All sub - drains should be surveyed by a licensed land surveyor /civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys, prior commencements of filling over the sub - drains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the Geotechnical consultant (as necessary) during grading. If directed by the Geotechnical consultant, further excavation, over- excavation, and refilling of cut areas and/or remedial grading of out slopes (i.e., stability fills or slope buttresses) may be recommended. Jul-13, 2004 10:51AM 8.0 Quantity Determination 7 ar-ORN N NICnL G O N 8 U L I A N i No.0081 P, 29 For purposes of determining quantities of materials excavated during grading and/or determining the limits of over - excavation, a licensed land surveyor /civil engineer should be utilized. No,0081 P. 30 Jul.13. 2004 10:51AM P. 1 Transmission Result evort(Memo yTX) ( Jul.13. 2004 10:01AM ) I) Date /Time: Jul,13- 2004 9 :54AM I,ngVIIANIa Page File pg(s) Result No. Mode Destination -- --------------------------- ........_.--------- - - - - -- -Not en -------------- ----------- - - - - -- P. 28 OK 0019 Memory TX 18583202001 ------------------------ -------- Reason for e1'ror E.2) BU--Y E I ) Hana u or lina fail E•I) No facsimlla Cunnucliun E • 3) Ida answer pel.,p 1., N" 7471 11 ] ..0. cWr IN-0 , 14,fAr pRFI IMINARY r,FnTF.CHNICAL INVESTIGATION, ('ROPOSCD MOONLIOI rT OEACI I RUN Orr I RLAI MLN I I'LAN I COTTONWOM CRFFK ENCINITAS BOULEVARD ANO 3no STREET ENCWfrm, CALIFUNNUI APRA 9s,7W prepared Far: CITY or ENCINITAS do WF HttNbK sas sOUTI I VUI CAN ENCINITAS. CA Cottonwood Creek Biological Study Submitted to: City of Encintas 505 Vulcan Avenue Encinitas, CA 92024 Submitted by: MEC Analytical Systems, Inc. 2433 Impala Drive Carlsbad, California 92008 July 2002 COTTONWOOD CREEK BIOLOGICAL STUDY TABLE OF CONTENTS 2002 1.0 Introduction ......................................................... ............................... 1 2.0 Methods ............................................................... ............................... 1 2.1 Habitats .......................................................................................... ............................... 3 2. 1.1 Mapping ............................................................................. ............................... 3 2.1.2 Photo - stations ...................................................................... ..............................3 2.2 Aquatic Resources ......................................................................... ............................... 3 2.2.1 Fish ..................................................................................... ............................... 3 2.x.2 Benthic Macroinvertebrate Stream Bioassessment ............ ............................... 3 2.3 Terrestrial Wildlife ......................................................................... ............................... 7 3.0 Results ................................................................. ............................... 9 3.1 Habitats .......................................................................................... ............................... 9 3.1.1 Cottonwood Creek (Downstream, West of 3'd Street) ....... ............................... 9 3.1.2 Cottonwood Creek (Upstream, East of 3`d Street) ............. ............................... 9 3.2 Photo - Stations .............................................................................. ............................... 11 3.3 Aquatic Resources ....................................................................... ............................... 19 3.3.1 Fish ................................................................................... ............................... 19 3.3.2 Benthic Macroinvertebrate Stream Bioassessment .......... ............................... 19 3.4 Terrestrial Vertebrates .................................................................. ............................... 24 3.4.1 Daytime Survey ................................................................ ............................... 24 3.4.2 Nighttime survey .............................................................. ............................... 25 4.0 Survey Limitations ............................................ ............................... 27 5.0 Summary ............................................................ ............................... 29 6.0 References ......................................................... ............................... 29 MEC Analytical Systems, Inc. COTTONWOOD CREEK BIOLOGICAL STUDY 1.0 INTRODUCTION 2002 The City of Encinitas plans to construct a water treatment system at the southeast corner of 3'd and B Streets in Encinitas to remove bacteria from urban runoff that passes within Cottonwood Creek. Prior to construction of the treatment system, the City contracted with MEC Analytical Systems, Inc. (MEC) to conduct surveys to characterize existing habitats, terrestrial wildlife, and aquatic resources in the project area. Cottonwood Creek is located within the City of Encinitas, San Diego County, California (Figure 1). The creek extends from approximately 1.78 miles inland to the Pacific Ocean via a stone drain at Moonlight State Beach MEC conducted an initial reconnaissance level survey in October 2001 that included habitat mapping and wildlife observations (MEC 2001). The following report describes results of surveys conducted in May 2002. The recent surveys included habitat mapping, establishment of photo- documentation stations, a terrestrial wildlife reconnaissance survey, and an aquatic survey in conformance with the California Stream Bioassessment Procedure. 2.0 METHODS The survey area included lower Cottonwood Creek between l st Street (east boundary), Moonlight State Beach (west boundary), B Street (north boundary) and top of slope (south boundary). The survey area is divided nearly in half by 3rd Street. Survey results were therefore reported separately for the sections upstream (east) and downstream (west) of 3rd Street, where applicable. Two surveys were conducted. A night -time wildlife survey was conducted May 12, 2002 between the hours of 2130 and 2300 during a new moon. A day -time survey was conducted on May 13, 2002 between the hours of 0730 and 1030 under clear skies; temperatures ranged from 68 to 71 ° F and wind speed never exceeded 3 miles/hour. Field personnel included Karen Green (Project Manager), Bill Isham, and Jessica Erickson of MEC and Bill Haas of Varanus Biological Services. More specific detail regarding survey methods are described below. MEC Analytical Systems, Inc. Base map source: SANDAG , 0 500 =1000 1500 Feet 1 -1 - --- I I (k Figure 1. Project vicinity map. n z < m LO' I ATI i O T .� �'T V T O -G O �-� A ST O N 4 o � N 0 S -i ENCINITAS BLVD z sT sc' Cottonwood Creek 0 I A z O ° DST N i E'T z v Base map source: SANDAG , 0 500 =1000 1500 Feet 1 -1 - --- I I (k Figure 1. Project vicinity map. COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 2.1 Habitats 2.1.1 Mapping Habitats, and more specifically vegetation associations were snapped by a biologist meandering through both east and west sections of the survey area entirely. Mapping was conducted on a macro scale, thus the resulting habitat map is representative of patches of habitat that occur at the site. The survey area exhibits a patchy mosaic of native and disturbed habitats, some of which are in the process of being restored by the Cottonwood Creek Conservancy. Plant communities were therefore identified by dominant species, except where habitats fit into the Holland (1986) classification scheme. 2.1.2 Photo - stations Habitat appearance was recorded at 8 photo- stations (4 upstream and 4 downstream) (Figure 2). Photographs were taken at each vegetation station, which included views of the creek and habitat on either side of the creek. 2.2 Aquatic Resources 2.2.1 Fish A kick -net was used to sweep the creek at three upstream (east of 3`d Street) and at three downstream (west of 3`d Street) locations to survey for fish. 2.2.2 Benthic M acroi nverteb rate Stream Bioassessment The stream's benthic macroinvertebrate community was sampled following the sampling and analysis protocols of the California Stream Bioassessment Procedure (CSBP) (Harrington 1999). This is a standardized procedure developed for California by the California Department of Fish and Game (CDFG), which was adapted from the U.S. Environmental Protection Agency (EPA) Rapid Bioassessment Protocols. MEC Analytical Systems, Inc. 3 s Photo Station 3 Photo Station 2 Photo Station 1 _MKS, 7- ..r ..► �" — �— r Photo Station 7 .♦:)� Photo Station 6 A Photo Station 8 Rep 'I 0 i 4: 1 T_ li a 7- COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 2.2.2.1 Sampling Reaches The sampling points specified in the CSBP consist of a stream feature known as a riffle. An ideal riffle is an area of rapid flow with some surface disturbance and a relatively complex and stable substrate. These areas provide increased colonization potential for benthic invertebrates. Riffles typically produce the greatest diversity of macro invertebrates in a stream, and by selecting the "best" habitats available at each stream, comparability among monitoring reaches is possible. Under optimal conditions, the CSBP recommends a sampling transect in a single riffle be established perpendicular to stream flow. In situations where the riffle is very narrow (as in Cottonwood Creek), a perpendicular transect is not possible and the samples must be taken to best represent available micro - habitat types. Two stream reaches on Cottonwood Creek, located upstream and downstream of the proposed water treatment facility, were sampled. The upstream sampling reach (east of 3r Street) was sampled as part of the regional monitoring program being conducted by MEC at 22 other stream sites in San Diego County. The downstream reach (west of P Street) was sampled for this project under contract with the City of Encinitas. Both upstream and downstream reaches were assessed on May 13, 2002. The sites were designated CC -EUS (Cottonwood Creek - Encinitas, Upstream) and CC -EDS (Cottonwood Creek - Encinitas, Downstream). Three replicate samples were taken within each monitoring reach, for a total of 6 samples. The samples were taken from downstream to upstream within each monitoring reach. The locations of the sampling locations are shown on Figure 2. 2.2.2.2 Sample Collection Once a sampling riffle was selected, benthic invertebrates were collected using a 1 -ft wide, 0.5- mm mesh D -frame kick -net. A 2 -ft2 area upstream of the net was sampled by disrupting the substrate and scrubbing the cobble and boulders so that the organisms were dislodged and swept into the net by the current. The duration of the sampling generally ranged from 1 to 2 minutes, depending on substrate complexity. Three 2 -ft2 areas were sampled in the riffle and combined into 1 composite sample representing 6 ft2. The three sample points in the riffle were selected to represent the diversity of habitat types present. This procedure was repeated for the next 2 riffles MEC Analytical Systems, Inc. 5 COTTONWOOD CREEK BIOLOGICAL STUDY 2002 until 3 separate replicate samples were collected. Samples were transferred to 1 -qt jars and preserved with 95 % ethanol and returned to MEC's laboratory for processing. 2.2.2.3 Physical Habitat Quality Assessment For each monitoring reach sampled, the physical habitat of the stream and its adjacent banks was assessed using U.S. EPA Rapid Bioassessment Protocols. Habitat quality parameters were assessed to provide a record of the overall condition of the reach. Parameters such as channel alteration, frequency of riffles, width of riparian zones, and vegetative cover help to provide a more comprehensive understanding of the condition of the stream. Additionally, specific characteristics of the sampled riffles were recorded, including riffle length, depth, gradient, velocity, substrate complexity, and substrate composition. Most of the physical habitat quality parameters are scored in a qualitative manner, and they provide a good comparative tool for sites consistently scored within a specific geographic region. However, consistency among different regional survey teams may not always be sufficient to make comparisons with streams outside San Diego County based on these scores. Water quality measurements were taken at each of the monitoring sites. Measurements included dissolved oxygen, pH, specific conductance, and temperature. 2.2.2.4 Laboratory Processing and Analysis At MEC's laboratory, samples were poured over a No. 35 standard testing sieve (0.5 -mm stainless steel mesh) and the ethanol retained for re -use. The sample was gently rinsed with fresh water, and large debris such as wood, leaves, or rocks were removed. The sample was transferred to a glass tray marked with grids 50 cm in size. One grid was randomly selected and the sample material contained within the grid was removed and processed. In cases where the animals appeared extremely abundant, a fraction of the grid may have been removed. The material from the grid.. was examined under a stereomicros cope and all the invertebrates were removed, sorted into major taxonomic groups, and placed in vials containing 70% ethanol. This process was repeated until approximately 300 organisms were removed from the sample. Organisms from a grid in excess of the 300 were placed in a separate vial labeled "remaining animals ", so that a total abundance for the sample could be estimated. Processed material from MEC Analytical Systems, Inc. 6 COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 the sample was placed in a separate jar and labeled "grange ", and the unprocessed material was returned to the original sample container and archived. "Grunge" material was retained for quality assurance purposes. All organisms were identified to a standard taxonomic level, genus level for most insects, and order or class for non - insects, using standard taxonomic keys (Arnett 1993; Larson et al. 2000; MacKay 1978; Merritt and Cummins 1995; Pennak 1989; Thorp and Covich 1991; Usinger 1963; Wiggins 1996). These taxonomic levels are fixed under the California Stream Bioassessment Protocol. 2.2.2.5 Data Analysis A taxonomic list of benthic macroinvertebrates (BMI) identified from the samples was created using Microsoft Excel. BMI community based metric values were calculated from the database. A list of these metric values and a brief description of what they signify is presented in Table 1. 2.3 Terrestrial Wildlife Two surveys were conducted, one during the day and one at night. Because the study area is relatively small and linear, the wildlife surveys were conducted by walking parallel to the stream while recording observed or otherwise detected species. Frequent stops were made at intervals of no more than 50 meters at a time to listen and look for wildlife and wildlife sign (scat, tracks, etc). During the nocturnal survey, specific attention was given to documenting approximate numbers of adult male Pacific chorus frogs (Pseudacris regilla) and any other occurring species. Beginning at Moonlight Beach, the surveyor walked slowly, northward along the creek using a tick tally to enumerate the calling frogs. MEC Analytical Systems, Inc. 7 COTTONWOOD CREEK BIOLOGICAL STUDY 2002 Table 1. Bioassessment metrics used to characterize benthic macroinvertebrate (BMI) communities. BMI Metric Description Responseto Impairment Richness Measures Taxa Richness Total number of individual taxa Decrease EPT Taxa Number of taxa in the Ephemeroptera (mayfly), Plecoptera Decrease (stonefly) and Trichoptera (caddisfly) insect orders Dipteran Taxa Number of taxa in the insect order (Diptera, "true flies ") Increase Non - Insect Taxa Number of non - insect taxa Increase Composition Measures EPT Index Percent composition of mayfly, stonefly, and caddisfly larvae Decrease Sensitive EPT Index Percent composition of mayfly, stonefly, and caddisfly larvae with Decrease tolerance values between 0 and 3 Shannon Diversity General measure of sample diversity that incorporates richness Decrease Index and evenness (Shannon and Weaver 1963) Tolerance /Intolerance Measures Tolerance Value Value between 0 and 10 weighted for abundance of individuals Increase designated as pollution tolerant (higher values) or intolerant (lower values) Percent Dominant Percent composition of the single most abundant taxon Increase Taxa Percent Percent composition of the tolerant dipteran family Chironomidae Increase Chironomidae Percent Intolerant Percent of organisms in sample that are highly intolerant to Decrease Organisms impairment as indicated by a tolerance value of 0, 1 or 2 Percent Tolerant Percent of organisms in sample that are highly tolerant to Increase Organisms impairment as indicated by a tolerance value of 8, 9 or 10 Functional Feeding Groups (FFG) Percent Collectors Percent of macrobenthos that collect or gather fine particulate Increase matter Percent Filterers Percent of macrobenthos that filter fine particulate matter Increase Percent Grazers Percent of macrobenthos that graze upon periphyton Variable Percent Predators Percent of macrobenthos that feed on other organisms Variable Percent Shredders Percent of macrobenthos that shreds coarse particulate matter Decrease Abundance Estimated Estimated number of BMIs in sample calculated by extrapolating Variable Abundance from the proportion of organisms counted in the subsample Source: SDRWQCB 1999 MEC Analytical Systems, Inc. COTTONWOOD CREEK BIOLOGICAL STUDY 3.0 RESULTS 3.1 Habitats 2002 Cottonwood Creek is a perennial creek that carries runoff from adjacent developed urban areas within its watershed. The creek flows underground for part of its length and daylights west of First Street through a culvert. The creek then flows as an open channel to 3'-d Street where it flows through a culvert under that street, and then flows as an open channel west to a culvert located at the end of B Street near Moonlight State Beach. Thus, 3rd Street bisects the creek into east and west parcels. Because of dramatic differences in habitat east and west of 3`d street, those two reaches are described separately below. 3.1.1 Cottonwood Creek (Downstream, West of 3`d Street) West of 3`d Street, Cottonwood Creek harbors several species of non - native aquatic plant species (especially watercress, Rorippa nasturtium - aquaticum) and is surrounded by the horticultural invasive fig- marigold (= Hottentot fig) (Carpobrotus edulis) (Figure 3). The creek is approximately 3 to 6 ft wide along most of its length and widens to approximately 20 ft near the culvert at Moonlight Beach. The banks are overgrown with fig- marigold and wild radish (Raphanus raphanistrum) (Figure 3). Freshwater marsh vegetation (primarily cattail, Typha sp.) is sparse along the channel except at the west end of the creek near a culvert that carries water from the creek under the Moonlight Beach parking lot to the Pacific Ocean. Within this western parcel, there are two small clusters of arroyo willow (Salix lasiolepis) that border the creek just west of 3`d Street. Along the south border just west of 3`d Street is a patch of southern mixed chaparral on the hillside. A bench of fig- marigold occurs between the chaparral and Cottonwood Creek. 3.1.2 Cottonwood Creek (Upstream, East of 3`d Street) East of 3rd Street, the habitat is more complex and is comprised of several distinct vegetation associations of various historical origins (Figure 3). The creek ranges from approximately 6 to 10 ft wide along most of its length and widens to 25 ft near 3rd Street. Creek banks range from 3 to 5 ft in height along most of this reach, although 8 -foot banks occur along the north channel east of 2nd Street. A stringer of arroyo willow lines much of the creek. Native understory is MEC Analytical Systems, Inc. 9 Vegetation Freshwater marsh Open water Coastal sage scrub Partially restored coastal sage scrub Southern willow scrub Figure 3. Cottonwood Creek habitat map, May 2002 Legend Willow Fig-Marigold Spiny rush /ragweed Goldenbush/ragweed/sage Southern mixed chaparral Disturbed habitat x A i _ = - - cn cn I ,_tj _I _! =t i�•-- _1. CLOD I � I !fit- --- E - I��Y ' .:' .•`�,•.,.�,r � f `� ff� I- s' -.�,�X f • I COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 lacking beneath the willows. Where willows are absent, specifically where the creek is open and unprotected by an overstory of willows, watercress is common and gives way to freshwater marsh (primarily expressed as cattail) along its edges and where the creek's flow is interrupted. Freshwater marsh (mainly cattails) also occurs in a small area in the vicinity of a ston-n drain "tributary" located along the southern border approximately mid -way along this reach of the eastern survey area. Cattails also occur in a narrow strip at the northeastern corner of this reach, which are separate from the creek channel and receive water from underground seepage (Burkhart Environmental Consulting 1999). From east to west along the borders of the creek are patches of disturbed habitat and patches of recently planted natives (a restoration project being undertaken by the Cottonwood Creek Conservancy). Near 3`d Street, ornamental vegetation surrounds the pump station and disturbed habitat occurs north and south of the creek. In the uplands are a variety of associations that suggest an uneven history of xeric and mesic conditions, apparently related to historic drainage patterns. These include disturbed habitat and patches of native spiny rush (Juncus acutus) and western ragweed (Ambrosia psilostachya); non - native grassland with western ragweed and California sagebrush (Artemisia californica); and western ragweed with goldenbush (Isocoma sp.) and sedge (Carex sp.). 3.2 Photo - Stations Representative photographs of habitat conditions at the photo- stations are in Figures 4 through 8, which are presented at the end of this subsection. The appearance of the channel and banks are described for each photo- station below. Photo Station l: Location: West of Third Street, adjacent to culvert at Moonlight Beach. Channel: Twenty feet wide. Dense clumps of cattail and patches of watercress. Open water visible at mouth of culvert. North Bank: Nasturtium (Tropaeolum sp.) and morning glory (Ipomoea sp.) above concrete wall. South Bank: Fig - marigold on upper bank above exposed gabion on lower bank. MEC Analytical Systems, Inc. COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 Photo Station 2: Location: At the foot of 4'h Street, just south of the No Parking sign. Channel: Four feet wide. Watercress found in channel. North Bank: Upper bank dominated by nasturtium and morning glory, lower bank dominated by dense wild radish (Raphanits sp.) and wild pea (Lathyrus sp.). South Bank: Fig - marigold on upper bank, dense wild radish on lower bank. Photo Station 3: Location: Between 3rd and 4'h Streets, south of the first post before the guardrail. Channel: Three feet wide. Entire channel covered with watercress. North Bank: Upper bank predominantly foxtail (Bromus sp.) and other non - native grasses, progressing to wild pea, wild radish, and grasses on the lower bank. South Bank: Willows and nasturtium on upper bank; nasturtium, wild pea, curlydock (Rumex crispus), and fennel (Foeniculum vulgare) on lower bank. Photo Station 4: Location: Thirty feet west of 3rd Street culvert. Channel: Six feet wide. Watercress immediately east and west of the station. North Bank: Sandy, sparsely vegetated with wild radish, nasturtium, and castor bean (Ricinus communalis) on upper bank. Wild radish on lower bank. South Bank: Willows on upper bank, with canopy extended over channel. Lower bank dominated by grasses and watercress. Photo Station 5: Location: East of 3rd Street culvert, below southeast corner of sewer pump station. Channel: Six feet wide. Watercress in channel. North Bank: Willows, curlydock, nasturtium, grass, and sparse fennel on upper bank. Watercress and nasturtium on lower bank. South Bank: Willows above exposed gabion, sparsely vegetated with wild radish and nasturtium. Photo Station 5 (continued): Location: East of 3rd Street, adjacent to sewer pump station. North Side: Disturbed habitat and ornamental trees. MEC Analytical Systems, Inc. 12 COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 South Side: Ornamental trees. East Side: Ornamental trees. West Side: Fig - marigold. Photo Station 6: Location: West of 2 "d Street, where guardrail ends. Channel: Seven feet wide. Channel covered with dense watercress and clumps of cattail. North Bank: Upper bank dominated by castor bean, cattails, and sparse rabbit foot grass (Polypogon monspeliensis). Wild radish, curlydock, and grasses on lower bank. The area above the upper bank revegetated with natives such as deerweed (Lotus scoparius) and sage (Salvia sp.). South Bank: Willows and nasturtium on upper bank. Nasturtium, wild radish, and grasses on the lower south bank. Photo Station 7: Location: Straight down from northeast corner at intersection of 2 "d and B Streets. Channel: Nine to ten feet wide. Watercress sparse at station and abundant immediately east and west. North Bank: Upper bank undergoing revegetation similar to Photo Station 6. Cattail stands above sedges, brassbuttons (Cotula coronopifolia), sparse wild radish, and exposed gabion. South Bank: Willows on upper bank, above watercress and young willows on lower bank. Photo Station 8: Location: In line with northwest corner of tennis court, west of Pacific Coast Highway culvert. Channel: Eight feet wide. Sparsely vegetated with watercress. North Bank: Upper bank dominated by Cottonwood trees (Populus fremontii) and cattails. Lower bank more heavily vegetated with watercress, willows, and clumps of Marguerite (Chrysanthemum sp). South Bank: Willows sparse, but the dominant vegetation of the upper bank. Lower bank sparsely vegetated with watercress, young willows, and non - native grasses. MEC Analytical Systems, Inc. 13 1 � r raj \r� � - - `'`- �i•,K, M•� � '. `" . 6 � _ 4 V.' 4 �sF � 0 s 0 1 LJ •„ { ` •alt. '` �� > 6p ��,`�ie s�l� ',� , a' •fir F F T , i LJ •„ { ` •alt. '` �� > 6p ��,`�ie s�l� ',� , a' •fir i Ir y 4,✓ r. N � tK ,L r < < iot tl 6r 'i P r "� B_ . }Jr S - p r, � •4 y 4,✓ r. N � tK ,L r < < iot tl 6r 'i P r "� B_ . 7If r, Av SI �r4,r. x.� :j k r e. " AIL if i sl- w Q-X IN, 11.1. v A i' �° 1I�3 J��Lr1 r ('b �.� Y t •i y fyT S '1vr 1� -r „� '• L i c � o :. "<rh rye'? I�! tiS�. \ 1� "Yiv . (yam ! i�`t t f . {.• ". f � 4 i �r �° 1I�3 J��Lr1 r ('b �.� Y t •i y fyT S '1vr 1� -r „� '• L i c � o :. "<rh rye'? I�! tiS�. \ 1� "Yiv . (yam ! i�`t t f . {.• ". f COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 3.3 Aquatic Resources 3.3.1 Fish No fish were observed in creek waters. 3.3.2 Benthic Macroinvertebrate Stream Bioassessment 3.3.2.1 Physical Habitat Quality Assessment Water quality measures were very similar throughout the creek, which is not surprising given the close proximity of the two survey reaches (Table 2). Ten parameters of the physical habitat were scored on a 1 to 20 scale; thus, the highest possible score for a site would be 200. The two survey reaches on Cottonwood Creek had very similar physical habitat scores, ranging from a value of 93 upstream (east of 3`d Street) to a value of 95 downstream (west of 3`d Street) (Table 3.4). The primary difference related to lower bank stability upstream relative to downstream of 3`d Street. 3.3.2.2 Benthic Invertebrate Community Structure Crayfish were observed both upstream and downstream of 3`d Street, but were not collected in stream bioassessment samples. A complete listing of the benthic invertebrates collected in bioassessment samples from downstream (west of 3`d Street) and upstream (east of 3`d Street) reaches are presented in Table 3. The listing also shows the assigned tolerance values and functional feeding group of each taxa. All of the insects identifled in the samples were in the larval and pupal stages of development, which metamorphose into an aerial adult form. The single exception was the predaceous diving beetle Rhantus sp., which remains aquatic as an adult. Nearly all of the non - insect taxa are aquatic for their entire life cycle. MEC Analytical Systems, Inc. 19 COTTONWOOD CREEK BIOLOGICAL STUDY 2002 Table 2. Physical /chemical measurements within Cottonwood Creek, May 2002. Parameter Survey Reach Water Quality Dissolved oxygen 7.9 8.2 pH 7.4 7.4 Specific conductance (mS /cm) 4.4 4.7 Temperature ( °C) 14.8 15.1 Average riffle depth (inches) 3.3 3.3 Average riffle velocity (ft/sec) 1.3 1.4 Elevation above sea level (ft) 30 40 Physical Habitat 1. Instream Cover 12 12 2. Embeddedness 8 9 3. Velocity / Depth Regimes 7 8 4. Sediment Deposition 12 11 5. Channel Flow 14 14 6. Channel Alteration 7 7 7. Riffle Frequency 13 13 8. Bank Stability 10 6 9. Vegetation Protection 10 10 10. Riparian Vegetative Zone 2 3 TOTAL 95 93 3.3.2.3 Benthic Invertebrate Community Metrics The mean values for benthic invertebrate community metrics for each monitoring reach are presented in Table 4. A brief description of each metric and how these values change in response to habitat impairment are given in Tablel (see Section 2.2.2.5). Species Diversity and Dominance Overall, the two monitoring reaches at Cottonwood Creek were quite similar to one another. Cumulative taxa values (the total number of unique species for the three replicate samples) were 18 for both the upstream (east of 3rd Street) and downstream (west of 3rd Street) reaches. The upstream reach was dominated by two midge tribes, Tanytarsini and Orthocladiinae (family Chironomidae) (Table 3). These two taxa were also abundant within the downstream reach, with the addition of Hydroptila sp. as the second most abundant taxa. MEC Analytical Systems, Inc. 20 COTTONWOOD CREEK BIOLOGICAL STUDY 2002 Table 3. Ranked abundance of benthic invertebrates in samples collected from Cottonwood Creek and estimated total abundance per 6 square feet of creek channel, May 2002. CC 4ED5 Orthocladiinae 5 c 98 90 50 238 Hydroptila sp 6 g 47 89 55 191 Tanytarsini 6 f 56 32 103 191 Ostracoda 8 c 54 38 53 145 Simulium sp 6 f 36 32 6 74 Physa sp 8 g 1 10 22 33 Enchytraeidae 8 c 1 6 10 17 Naididae 8 c 5 1 6 Hyalella sp 8 c 3 2 5 Planariidae 4 p 1 1 2 Pericoma sp 4 c 1 1 2 Dolichopodidae 6 p 2 2 Muscidae 6 p 1 1 2 Rhantus sp 1 1 Tanypodinae 6 p 1 1 Chironomini 6 c 1 1 Sciomyzidae p 1 1 Agria sp 7 p 1 1 Total Sample Count 304 302 307 913 Estimated Total Abundance 3,768 7,440 2,208 4,472 CC - EUS Tanytarsini 6 f 156 153 70 379 Orthocladiinae 5 c 52 32 159 243 Hydroptila sp 6 g 37 35 72 Ostracoda 8 c 24 21 5 50 Planariidae 4 p 18 14 32 Naididae 8 c 4 17 11 32 Simulium sp 6 f 2 9 17 28 Enchytraeidae 8 c 8 1 3 12 Hydra 5 f 10 10 Physa sp 8 g 5 4 9 Hyalella sp 8 c 2 4 1 7 Tanypodinae 6 p 3 3 1 7 Pericoma sp 4 c 3 3 Cambaridae 6 c 1 1 2 Sciomyzidae p 2 2 Holorusia sp 5 s 1 1 Dasyhelea sp 6 c 1 1 Muscidae 6 p 1 1 Total Sample Count 294 310 287 891 Estimated Total Abundance 11,016 3,435 4,944 6,465 i v = i oierance vague FFG = Functional feeding group (c= collectors, f= filterers, g= grazers, p= predators, s= shredders) MEC Analytical Systems, Inc. 21 COTTONWOOD CREEK BIOLOGICAL STUDY 2002 Table 4. Mean and coefficient of variation for bioassessment metrics calculated for samples collected from Cottonwood Creek, May 2002. Taxa Richness Mean CV Mean 12.33 0.0 12.67 CV 0.1 Cumulative Taxa 18 18 Ephemeropteran Taxa 0 0 Plecopteran Taxa 0 0 Trichopteran Taxa 1 0.0 0.67 0.9 EPT Taxa 1 0.0 0.67 0.9 Cumulative EPT 1 1 Dipteran Taxa 5.67 0.2 5.33 0.2 Non Insect taxa 5.00 0.2 6.33 0.2 EPT % 21% 0.4 8% 0.9 Sensitive EPT % 0 0 Shannon - Diversity 1.75 0.0 1.54 0.1 Tolerance Value 6.17 0.0 5.86 0.1 % Dominant Taxa 32% 0.1 53% 0.1 % Chironomidae 47% 0.1 71% 0.1 Percent Intolerant (0 -2) 0% 0% Percent Tolerant (8 -10) 23% 0.2 12% 0.3 • Collectors 45% 0.2 40% 0.5 • Filterers 29% 0.2 47% 0.3 • Grazers 25% 0.3 9% 0.7 • Predators 1% 0.0 5% 0.6 • Shredders 0% 0 0% 1.7 Estimated Abundance 4,472 6,465 The Shannon Diversity Index was slightly higher within the downstream reach due to a more even distribution of the species composition (Table 4). The Percent Dominant Taxa value was higher within the upstream reach at 53 %, compared with 32% within the downstream reach. EPT Taxa Of the three orders of insects that make up the EPT taxa, only Trichopterans were present at Cottonwood Creek, represented by the micro - caddisfly Hydroptila sp (Table 3, 4). This organism was present-in relatively high numbers, with 8 percent and 21 percent with the upstream (east of 3rd Street) and downstream (west of 3rd Street) reaches, respectively. MEC Analytical Systems, Inc. 22 COTTONWOOD CREEK BIOLOGICAL STUDY Tolerance Measures 2002 For the great majority of stream macroinvertebrates, a tolerance value has been determined for each genera or species through prior research on the animals' life history. Tolerance values range from 0 for animals highly sensitive to iinpainnents, to 10 for animals that are highly tolerant to impairments. The presence of impainnent tolerant animals does not always imply impainnent (SDRWQCB 2001), but the presence of intolerant animals is unlikely when impainnent has occurred. Overall tolerance values for the two survey reaches were similar. There were no highly intolerant organisms within either reach, and individual species tolerance values were moderate to high, ranging from 4 to 8. The upstream (east of 3'd Street) reach had an overall tolerance value of 5.86 and the downstream (west of 3rd Street) reach had an overall tolerance value of 6.17 (Table 4). Functional Feeding Groups As with tolerance values, functional feeding group designations have been determined through prior life- history research of each genera or species. All of the functional feeding groups of benthic invertebrates were represented, with collectors and filterers comprising roughly 80% of the organisms at Cottonwood Creek (Table 4). Estimated Total Abundance The estimated total abundance is the total number of animals predicted to be in the sample if the entire sample had been sorted, and it represents an estimate of the number of animals living in 6 ft2 of benthic habitat. The estimated total abundance data is presented only as a general indicator of benthic community conditions. Response to moderate habitat impairment is often indicated by an increase in total abundance (by highly tolerant organisms) with a corresponding decrease in taxa richness and diversity, however, severe impairment can result in a catastrophic decrease in total abundance. Mean estimated total abundance values were 6,465 upstream (east of 3rd Street) and 4,472 downstream (west of 3rd Street) (Tables 3, 4). The highest abundance per sample occurred within the upstream reach, replicate sample 1, with an estimated 11,016 animals per 6 ft2 (Table 3). MEC Analytical Systems, Inc. 23 COTTONWOOD CREEK BIOLOGICAL STUDY 3.3.2.4 Bioassessment Summary 2002 The rapid stream bioassessment survey at Cottonwood Creek indicated that reaches of the stream upstream and downstream of the proposed water treatment facility were very similar in physical characterisitcs and benthic macroinvertebrate community composition. Dipteran fly larvae (true flies) and ostracod crustaceans dominated both sites. The downstream (west of 3rd Street) reach was slightly superior to the upstream (east of 3rd Street) reach, due to the prevalence of the caddisfly Hydroptila sp. and a more even distribution of the species present. Neither site contained organisms that are highly intolerant to physical or chemical impainnent, but rather were characterized by taxa with moderate to high tolerance ranges. 3.4 Terrestrial Vertebrates 3.4.1 Daytime Survey Overall 1 species of amphibian, 2 species of reptiles, 2 species of mammals, and a total of 26 species of birds were detected. Fewer species were detected downstream (west of 3rd Street) than upstream (east of 3rd) along Cottonwood Creek (Tables 5, 6), which is not surprising given the less complex composition of habitats downstream. House finch (Carpodacus mexicanus) was the most abundant vertebrate species detected downstream (west of 3rd Street) (Table 5). Wilson's warblers (Wilsonia pusillus), cedar waxwing (Bombycilla cedrorum), house finch, mourning dove (Zenaida macroura), and song sparrow (Melospiza melodia) were the most abundant vertebrate species detected upstream (east of 3rd Street) (Table 6). Yellow warbler (Dendroica petechia), which a CDFG Species of Special Concern, was the only sensitive species detected. Two singing males were observed east of 3rd Street; one in the tall gum trees by the tennis court and one in willows just south of the sewer pump station. Sign of domesticated dog (Canis familiaris) was common. All species recorded were by visual observation with the exception of 4 Pacific chorus frogs that were heard calling from along the edge of Cottonwood Creek east (n =3) and west (n =1) of 3rd Street. Numerous pacific chorus frog larvae were observed in both downstream (west of 3rd Street) and upstream (east of 3`d Street) reaches of the creek. .IV- r+naiyi GM aysrems, inc. 24 COTTONWOOD CREEK BIOLOGICAL STUDY 3.4.2 Nighttime survey 2002 Similar numbers of Pacific chorus frogs were detected in the upstream (east of 3rd Street) and downstream (west of 3`d Street) reaches of Cottonwood Creek (Figure 9). Several individuals called from the uplands in the vicinity of large, ornamental Canary Island date palm trees (Phoenix canariensis) and willows near the freshwater marsh along the north boundary of the upstream reach (east of 3`d Street). No other vertebrates were detected at night. Table 5. Vertebrate species detected along Cottonwood Creek west of 3rd Street, May 2002. Common Name Scientific Name Status Evidence of Breeding Observed Number Amphibians Pacific chorus frog Pseudacris regilla 1 adult + larvae R 50 - 70 larvae present Birds Anna's hummingbird Calypte anna 1 R Brown - headed cowbird Molothrus ater 3 T ?, El English sparrow Passer domesticus 2 R,EI House finch Carpodacus mexicanus 6 R Pair Rock Dove Columba livia 2 R, El Song sparrow Melospiza melodia 2 R Western kingbird Tyrranus verticalis 1 M, SR? Western scrub -jay Aphelocoma californica 1 R Dominant plants Arroyo willow Salix lasiolepis Native Cattail Typha sp. Native Fig - marigold Carpobrotus edulis Exotic Lemonadeberry Rhus integrifolia Native Sweet Fennell Foeniculum vulgare Exotic invasive Watercress Rorippa nasturtium- aquaticum Exotic invasive Wild radish Raphanus raphanistrum Exotic invasive Curly dock Rumex crispus Native Castor bean Ricinus communis Exotic invasive Yellow sweet clover Melilotus officinalis Exotic invasive KEY TO VERTEBRATE STATUS ? - Status unclear El - Exotic invasive SR - Summer resident R- Year -round resident M — Migrant T — Transient W R - winter resident mtc Anaiyrtcal Systems, Inc. - 25 COTTONWOOD CREEK BIOLOGICAL STUDY 1RDION Table 6. Vertebrate species detected along Cottonwood Creek east of 3rd Street, Ma 2002 Observed Common Name Scientific Name Number Amphibians Pacific chorus frog Pseudacris regilla 1 3 adults + larvae R 150 - 170 larvae present Reptiles California side - blotched lizard Uta stansburiana ele ans g 2 R Presence on site San Joaquin fence lizard Sceloporus occidentalis biseriatus 3 R Presence on site Mammals Desert cottontail Sylvilagus auduboni 2 R Southern pocket gopher Thomomys bottae sanctidiegi Numerous burrows R Presence on site Dog Canis familiaris Frequent sign El Birds American crow Corvus brachyrhynchos Anna's hummingbird Calypte anna Black phoebe Sayornis nigricans gj2 ER Nest Brewer's blackbird Euphagus cyanocephalus Pair Brown - headed cowbird Molothrus ater 3 T ?, El Bushtit Psaltriparus minimus 5 R Nest California towhee Pipilo crissalis 4 R Pair; adult feeding cowbird Cedar waxwing Bombycilla cedrorum 12 M, WR? Common raven Corvus corax 1 (overhead) R European starling Sturnus vulgaris 3 R, El Carrying food to nest Hermit thrush Cartharus guttatus 1 M House finch Carpodacus mexicanus 8 R Nest, 2 fledges House wren Troglodytes aedon 1 R Lesser goldfinch Carduelis psaltria 2 R Pair Mourning dove Zenaida macroura 6 R Northern mockingbird Mimus polyglottos 2 R Pair Nutall's woodpecker Picoides nuttallii 2 R Building nest in palm Rock Dove Columba livia 5 R, E Song sparrow Melospiza melodia 6 R Nest; adult feeding cowbird Western flycatcher Empidonax difficilis 1 M, SR? Western kingbird Tyrranus verticalis 1 M, SR? Western scrub jay Aphelocoma californica 2 R Western tanager Piranga olivacea 1 M Wilson's warbler Wilsonia pusillus 23 M *Yellow warbler (SSC) Dendroica petechia 2 M, SR Singing male Dominant plants Arroyo willow Salix lasiolepis Native Castor bean Ricinis communis Exotic invasive Cattail Typha sp. Native Celery Apiastrum angustifollum Exotic Curly dock Rumex crispus Native Fig - marigold Carpobrotus edulis Exotic MEC Analytical Systems, Inc. 26 COTTONWOOD CREEK BIOLOGICAL STUDY P Ti71y; Table 6. Vertebrate species detected along Cottonwood Creek east of 3rd Street, May 2002 Common Name Fremont cottonwood Scientific Name Populus fremontii Number Observed Native Goldenbush lsocoma sp. Native Gum tree Eucalyptus sp. Exotic invasive Lemonadeberry Rhus integrifolia Native Canary Island date palm Phoenix canariensis Exotic Western ragweed Ambrosia psilostachya Native Sedge Carex sp. Native Spiny rush Juncus acutus Native Sweet fennell Foeniculum vulgare Exotic invasive Watercress Rorippa nasturtium- a uaticum Exotic invasive Wild radish Raphanus raphanistrum Exotic invasive Yellow sweet clover Melilotus officinalis Exotic invasive KEY TO VERTEBRATE STATUS ? - Status unclear El - Exotic invasive M - Migrant R- Year -round resident SR - Summer resident T - Transient WR - winter resident 4.0 SURVEY LIMITATIONS This field effort was limited to a single morning field and one nighttime survey. The daytime survey, however, was extremely thorough in view of the timing of the survey, weather conditions, and the team of four persons that each covered the entire study area. The nighttime survey was a snapshot of one randomly selected evening during a very dry (that is, well below the local annual rainfall average with no recent rains having been documented) time period. No attempt was made to ascertain numbers of Pacific chorus frogs other than to determine approximate calling locations, which assumed that individuals did not move from initial calling locations. No traps, nets, or other methods to capture terrestrial wildlife were used. Habitat analyses was conducted on a macro scale. A complete analysis of occurring plants was not undertaken. MEC Analytical Systems, Inc. Y7 row NOW Vw AA a so ,a y� r '• _i•1. N '^ '� �. '� do � � ' • = jj r J' 4 IGR ! {� 1. vi ' 1 ®♦ Marx k COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 5.0 SUMMARY Cottonwood Creek is predominated by degraded wetland and upland habitats that are characterized by invasion of non - native species. Some of the area is in the process of restoration by the Cottonwood Creek Conservancy. The downstream (west of 3'-d Street) banks of Cottonwood Creek were dominated by the non - native fig- marigold and wild radish. The upstream (east of 3`d Street) banks of Cottonwood Creek support a stringer of southern willow scrub predominated by arroyo willow (Salix lasiolepis). Watercress was common to dense in the creek channel, and cattail occurred in patches in localized areas of the channel and other drainages. A total of 31 vertebrate species was detected: 1 species of amphibian, 2 species of reptiles, 2 species of mammals, and 26 species of birds. The yellow warbler (Dendroica petechia, which is a CDFG Species of Special Concern, was the only sensitive species observed. Aquatic resources were limited to non - native crayfish and a variety of insect larvae and ostracod crustaceans. The benthic macroinvertebrate community was characterized by species with moderate to high tolerance ranges. No fish were observed within the creek. 6.0 REFERENCES Arnett, R.H. 1993. American insects. The Sandhill Crane Press, Gainesville, Florida. Burkhart Environmental Consulting. 1999. Lower Cottonwood Creek Wetland Delineation (Highway 101 to the end of B Street). Prepared for the City of Encinitas. Harrington, J.M. 1999. California stream bioassessment procedures. California Department of Fish and Game, Water Pollution Control Laboratory. Rancho Cordova, CA. Holland, R.F. 1986. Preliminary descriptions of terrestrial natural communities of California. California Department of Fish and Game, Non -game Heritage Program, Sacramento. 146 pp- Larson, D.J., Y. Alarie, and R.E. Roughly. 2000. Predaceous diving beetles (Coleoptera: Dytiscidae) of the nearctic region. NRC Research Press, Ottowa. MEC Analytical Systems, Inc. 29 COTTONWOOD CREEK BIOLOGICAL STUDY July 2002 Mackay, R.J. 1978. Larval identification and instar association in some species of Hydropsyche and Cheumatopsyche (Trichoptera: Hydropsychidae). Entomological Society of America 71(4):499 -509. MEC Analytical Systems, Inc. 2001. Cottonwood Creek (Encinitas, San Diego County) Biological Reconnaissance. Prepared for the City of Encinitas. Merritt, R.W. and K.W. Cummins. 1996. An introduction to the aquatic insects of North America. Third Edition. Kendall Hunt Publishing Company., Dubuque, Iowa. Norris, R.H. and A. Georges. 1993. Analysis and interpretation of benthic macroinvertebrate surveys. In: D.M. Rosenberg and V.H. Resh, eds, Chapman and Hall, New York, New York. Pennak, R.W. 1989. Freshwater invertebrates of the United States, Protozoa to Mollusca, Third Edition. John Wiley and Sons, Inc., New York, New York. San Diego Regional Water Quality Control Board (SDRWQCB): 1999 Biological Assessment Annual Report. California Department of Fish and Game, Office of Spill Prevention and Response, Water Pollution Control Laboratory. Rancho Cordova, California. SDRWQCB: 2001 Biological Assessment Annual Report. California Department of Fish and Game, Office of Spill Prevention and Response, Water Pollution Control Laboratory. Rancho Cordova, California. Thorp, H.T. and A.P. Covich. 1991. Ecology and classification of North American freshwater invertebrates. Academic Press, Inc., San Diego, California. Usinger, R.L. 1956. Aquatic insects of California. University of California Press, Berkeley, California. Wiggins, G.B. 1998. Larvae of the North American caddisfly genera (Trichoptera), second edition. University of Toronto Press, Toronto. MM; analytical Systems, Inc. 30 Confirmation Report— Memory Send Page : 001 Date & Time: Jun -25 -04 10:48am Line 1 Machine ID Job number 396 Date Jun -25 10:30am To $918584674299 Number of pages . 036 Start time Jun -25 10:30am End time Jun -25 10:48am Pages sent 036 Status OK Job number 396 * ** SEND SUCCESSFUL * ** . 'I'12A1�TSMITTAT- FORM City of Enciaitss FAX 760/633 -2818 505 S_ Vulcsa Avenue Engineerfn8 EjR=i�- tms, CA 92024 -3633 760/633-:Z7'70 Et 5?k pp�� -EF.� 1 Z.S�O4 CSENOTO FAX #: Cgsg � �E�Z � �E�4S'NO. OF PAGES-_ =3S ADDRESS' FROM �ZPHONE: (7601 833- 0 Call ASAP Revlcw 8c Call 0 Rovicw 8c Retzaa F.Y.I_ Pleasc HaacIIc 0 per Our CaavczsatLoa Pleaae Reply by CO1VIIviP1V'TS= d L.o % LC-A,-L- r Flow Science Incorporated 723 E. Green St., Pasadena, CA 91101 (626) 304 -1134 • FAX (626) 304 -9427 MOONLIGHT BEACH PUMP STATION PRESSURE SURGE ANALYSIS CITY OF ENCINITAS Prepared for Kennedy /Jenks Consultants 16855 W. Bernardo Drive, Suite 360 -- San Diego, CA 92127 -1667 Prepared By: David H. Axworthy, Ph.D., P Project Engineer FSI 041072 January 6, 2005 .E. FLOW SC/ENCE� Reviewed By: E. John List, Ph.D., P.E. President Charleston, SC • Harrisonburg, VA • Philadelphia, PA . Pasadena, CA www.flowscience.com =V?CW1ENffE! SUMMARY An analysis has been completed of the surge pressures created by the operation of the upgraded Moonlight Beach Pump Station (MBPS) and their effect on the existing 14 -inch diameter force main. The upgraded MBPS is being designed to pump up to 2,000 gpm from the wet well at the pump station to a gravity sewer. The force main highpoint is approximately 2,000 ft downstream of the pump station. The first 2,000 ft of force main is ductile iron pipe (DIP) and the remainder of the force main is PVC pipe. At some time in the future, the ductile iron pipe will be replaced with PVC pipe. The results of the analysis show that upon loss of power to the unprotected MBPS pumps, a low - pressure (i.e., pressure drop) wave is predicted to propagate out from the discharge side of the pump station and into the force main. The low - pressure wave drops the HGL elevation in the pipeline sufficiently far that a vapor pressure condition is created in the force main approximately 1,000 ft downstream of the MBPS. The duration of the low pressure is predicted to be short so it is unlikely that significant vapor cavities will form. However, when the force main is re- pressurized -; by a reflected waterhammer pressure wave or a flow reversal, any vapor cavities that have formed will collapse, and in the process, will likely produce extremely high local pressure spikes that could damage the force main. The low negative pressures could also damage the joint gaskets in the existing DIP and future PVC piping. Furthermore, the cyclic nature of the pressure surges may cause premature fatigue failure of the force main, if the pumps cycle frequently. To eliminate the possibility of force main damage resulting from vapor cavity formation and low negative pressures surge protection is recommended as follows: Re- install the existing 60 ft3 (e.g.,- diameter = 4 ft and length = 5 ft) vertical pressurized surge tank at the upgraded MBPS. The surge tank should contain 40 percent air under steady state flow conditions and be connected to the discharge piping with the equivalent of a 6 -inch diameter pipe that produces losses of approximately three (3) velocity heads for flow both into and out of the tank. M Increase the total rotating inertia of each pump /motor unit. The inertia of each pump /motor unit should be increased to at least 500 lb -ft2. This may be accomplished by adding a flywheel (e.g., diameter = 2.5 ft and thickness = 3.3 inches) to each pump /motor unit. Install a minimum 4 -inch diameter sewage vacuum relief valve equipped with a controlled venting feature at the force main highpoint (i.e., STA 20 +00 in Figure 1 of this report) in place of the existing sewage combination valve at that location. mbps.doc January 6, 2005 I =PCIENCT A controlled venting feature will prevent rapid air discharge and the possibility of slamming the valve closed, which could create additional waterhammer pressure waves that may damage the valve float. A sewage vacuum relief/air inlet valve in combination with a small orifice sewage air release valve (e.g., APCO 5- 1500CS or equivalent) is an example of a sewage vacuum relief valve with a controlled venting feature. Alternatively, an A.R.I. D -020 (or equivalent) sewage combination air and vacuum valve equipped with a non -slam feature could be installed. A single- body sewage air valve (e.g., Vent -O -Mat RGX) is specifically not recommended because under low flow conditions the steady, state pressure in the force main will be lower than the minimum required seating pressure for this type of sewage air valve. The sewage vacuum relief valve should be duplicated to provide redundancy in case of valve failure or removal for service. A detailed and sustained valve maintenance program should be implemented to ensure that the valves are always in good working order. The existing sewage combination valves at STA 33 +27 and STA 84 +94 (see Figure 1 in this report) should be regularly maintained to ensure that they are always in good working order. In addition to providing surge protection, these valves vent pockets of air that collect in the force main under gravity flow and thus prevent air binding following resumption of pressurized flow. �. The pressure transient response of the force main that results from a pump power failure will not be significantly affected by the level of air entrainment in the pumped fluid. There are no startup restrictions on the pumps at the MBPS. mbps.doc January 6, 2005 =PrC1=NffE@@ INTRODUCTION Kennedy /Jenks Consultants (KJC) are designing the upgrade of the Moonlight Beach Pump Station (MBPS) for the City of Encinitas, CA. Part of this design involves the analysis of the possible pressure surges that could be created in the existing 14 -inch force main as a result of a power failure and normal operations at the MBPS. The MBPS will be designed to pump up to 2,000 gpm of sewage from a wet well to a gravity sewer. Under some operating conditions gravity flow may occur downstream of the force main highpoint. This report addresses the possible pressure surges that may occur in the pressure sewer as a result of the operation of the MBPS following pump power failure and pump start-up. In addition, this report describes the methods of analysis, the results obtained, and the recommendations derived from the analysis. The report was prepared by Flow Science Incorporated of Pasadena, California acting under agreement with KJC of San Diego, California. The report begins with a general discussion of typical surge and waterhammer problems that can occur within this type of a system. This is followed by the results of an analysis of the possible Z surge conditions in the proposed system, and the development of specific recommendations. ? WATERHAMMER AND PRESSURE SURGES Waterhammer and pressure surges in piping systems are created when a change in the pipeline flow rate occurs. The source of the change in flow rate may be normal operations, such as the starting or stopping of a pump, or the opening or closing of a valve. In addition, sudden and unplanned changes in flow can occur as a consequence of loss of power to pumps or a L pipeline break. When a pumping system is shut down as part of normal operations, or by power failure, L the hydraulic grade line (HGL) downstream of the pump station falls very rapidly. The rapidity of the pressure drop is controlled primarily by the polar moment of inertia of the pump /motor system. If the inertia is high the HGL falls slowly, but for most small pumping units it drops to �- the suction water elevation, or below, in a second or so. For in -line pumps, the fall in downstream HGL is generally mitigated by a concomitant rise in the upstream HGL as the upstream flow is brought to rest. The rapid pressure drop (created by loss of power to the pump) 1° travels out along the downstream pipeline as a pressure drop wave (i.e., low pressure wave) moving at a speed of 1000 -4000 ft/sec, depending upon the pipe material and dimensions and the fluid being pumped. Since the steady flow HGL slopes down toward the pipeline discharge point, and in many cases the pipeline profile rises toward the discharge point, at some location along the profile the dropping HGL may fall below the invert of the pipe, thereby creating a vacuum in the pipe. If the HGL falls one atmospheric pressure head below the pipe crown, the pressure in the pipeline L mbps.doc January 6, 2005 3 L.... =P1C=EN=E@ will be less than the vapor pressure of the fluid and it will begin to boil at ambient temperature. Once boiling occurs a vapor cavity will form at the crown of the pipe and the pressure downsurge wave will continue propagating along the pipeline leaving behind a pipeline under vacuum and filled with boiling water. When the downsurge wave reaches the discharge point, or other constant pressure point, it is reflected as a re- pressurization wave. This wave travels back up the pipe, removing the vacuum and stopping the boiling. When there is an extensive vapor cavity it will tend to accumulate at some point in the pipeline (usually at a break in the slope or local highpoint) and collapse explosively. The net result is a localized region in the pipe that is subjected to an extremely high impulsive pressure —a waterhammer. As the re- pressurization wave finally returns to the pump station it may close the pump check valve suddenly and create an additional waterhammer. I There are therefore two sources of waterhammer associated with power failure to pumps —one from vapor cavity formation, the other from the return flow reaching the pump J check valve. Maximum pressures generated by the first mechanism (vapor cavity collapse) cannot be predicted for two reasons. First, it is almost impossible to predict where the vapor cavity collapse will occur and second, the speed of collapse cannot be accurately predicted. ? Waterhammer resulting from pump check valves closing can be predicted quite accurately provided vapor cavity formation does not occur in the pipeline. Control of waterhammer arising from pump operations can be accomplished by one of five basic methods. ?- 1. Increase the rotating inertia of the pump /motor system. This may be accomplished by adding a flywheel to the pump /motor system. Flywheels require little maintenance, but are seldom practicable on long pipelines because of the size of flywheel required. In '- addition, it may be undesirable to increase the inertia when variable frequency drives (VFD's) are employed, as it will increase power consumption when the pump changes speed and could create resonance problems. Generally, this surge control option is generally not possible for fully submerged pump /motor combinations although one manufacturer does market small submersible pumps with built -in flywheels. L 2. Install vacuum relief valves, each equipped with a controlled venting feature, on the pipeline. Depending on the slope of a pipeline and the initial slope of the hydraulic grade line, vacuum relief valves may be required as little as every 500 ft along the pipeline. t_ These valves allow air to enter the pipeline whenever the internal pressure falls below atmospheric pressure. The vacuum relief valves close when the pipeline is re- pressurized and the air admitted to the pipeline is released in a controlled manner through small diameter orifices. If the valves are installed on the pipeline within vaults, a vent, with a capacity equivalent to the area of the vacuum relief valve's largest orifice needs to be incorporated into the design of the vault. An alternative to controlled venting is to use a "surge check" feature on the air /vacuum valve. In this case, provision should be made mbps.doc January 6, 2005 4 aw`sC /ENCE� for draining any spilled water. In potable water systems, there is the potential for contamination to enter the pipeline when the vacuum relief valve is opened. 3. Install pressure relief/surge relief valves on the system. These valves open to allow high pressures created in the system to bleed off, usually to the atmosphere or to the suction pipeline at a pump station, when a high- pressure set point on the valve is exceeded. They are most effective when installed at the source of the pressure rise. One type of surge relief valve, called a "surge anticipator valve," fully opens when the pressure in the pipeline drops L below a low- pressure set point on the valve, usually following loss of power to a pump. The surge anticipator valve usually closes in a fixed time period following passage of the return surge (i.e., high - pressure) wave. These valves do nothing to alleviate low- pressure problems and can create more severe low- pressure problems and vapor cavity formation if not properly designed and operated. 4. Install a pressurized (i.e., closed) surge tank (i.e., air chamber, vessel, etc.) that will continue flow after the pump has stopped and until such time as the flow in the pipeline reverses. For high head systems, closed pressurized tanks containing a partial air fill are appropriate. Pressurized surge tanks are usually impracticable on low head systems or long, flat pipelines. Small- pressurized surge tanks may be equipped with a rubber bladder to eliminate the need for a compressor. Site constraints at existing facilities may ? prevent the installation of large volume surge tanks. In raw sewage systems, pressurized surge tanks must be maintained frequently to ensure that they are always in good working order. Where freezing is a possibility, pressurized surge tanks should be installed ' indoors. 5. Install an open surge tank (i.e., tower, standpipe, etc.). Open surge tanks are appropriate for low head systems, and require little maintenance. As for pressurized surge tanks, open surge tanks will continue flow after the pump has stopped and until such time as the flow in the pipeline reverses. Another major source of waterhammer in pipelines is valve operations. If a controlled valve is opened too quickly, the pipeline pressure will drop suddenly. The sudden pressure drop ' propagates upstream from the valve site as a pressure downsurge wave that may cause the HGL to drop below the pipeline crown and form a vapor cavity, just as for pump failure pressure loss. On the other hand, closing an open valve too quickly can create a sudden pressure rise as the flow kinetic energy is converted to pressure energy, just as the flow reversal at a pump station can cause a waterhammer at the check valve. Control of waterhammer induced by valve operations is simple —the rate of valve motion is adjusted to an appropriate speed. Prevention of inadvertent rapid control valve motion is attained by using gear- operated valve mechanisms. In addition, pressure relief valves may be installed to release any untoward rise in pressure. mbps.doc January 6, 2005 =PISMIEMCEF Combination air release and vacuum relief valves (CAV) and air /vacuum valves are also installed on pipelines to provide for air release and vacuum relief while filling and draining a pipeline. Such valves let air into the pipeline during vacuum relief so restarting of the pumps must be done very carefully to prevent rapid flow acceleration and a resulting line -fill slam when all of the air is vented. More specifically, the capacity of large diameter air release valves allows high -speed air flow, which permits high water flow velocities in the pipeline if air is vented at 1 high capacity. At the time all of the air is vented and the air release valve closes the corresponding water flow is rapidly halted and may create a waterhammer. For this reason, vacuum relief /air release valves should be equipped either with controlled venting or a surge check feature that allows slow closing of the valve when water begins to flow through the valve. L. Analysis of Waterhammer and Pressure Surges The pressures created by changing flow conditions in piping systems can be determined L quite accurately by the application of Newton's Laws of Motion up to the condition where a vapor cavity forms in the pipeline. Flow Science has developed a set of computer programs that solve the waterhammer wave equations (Newton's Laws) for situations involving pump power failure and valve operations. These computer codes, which use the method -of- characteristics solution technique for the appropriate equations, allow computation of the pressure and flow at any point in a distribution network at prescribed times after power failure or valve operation. The 1_. codes have been developed over a period of 30 years and have been extensively tested and validated in the field. PHYSICAL FACILITIES L As shown schematically in Figure 1, the upgraded MBPS will pump sewage from a wet well to a gravity sewer via an existing 14 -inch diameter force main. The first 2,000 ft of force main is ductile iron pipe and the remainder is PVC pipe. Under future operation, the ductile iron pipe will be replaced with PVC pipe. Gravity flow could occur downstream of the force main highpoint under low flows. The approximate maximum and minimum levels in the MBPS wet well are shown in Figure 1. There are three (3) existing sewage air release and vacuum relief valves installed on the force main: one at the highpoint, one at STA 33 +27 and one at STA 84 +94 (see Figure 1). 1_® The force main piping has a minimum rated pressure of 165 psi. The maximum pressures are predicted to not exceed the rated pressure of the force main piping. The MBPS will comprise two duty pumps and one standby pump. The rated characteristics for the dry pit vertical pumps are shown in Table 1. The combined polar moment of inertia (WR2) of the pump /motor units were obtained from catalog information appropriate to the size of mbps.doc January 6, 2005 =:PCIENCT the pumps. Each pump will have a variable frequency drive (VFD) and a 10 -inch diameter check valve will be installed on the discharge side of each pump. Table 1— Pump Characteristics The predicted maximum total steady state output of the MBPS (duty and standby pumps) is predicted to be 2,531 gpm at a total head of 117 ft. 1 According to KJC, there is an existing pressurized surge tank installed at the MBPS that is currently not in operation, but could be re- installed for surge protection when the upgraded MBPS is brought on -line. The existing tank has a diameter of 4 ft, an approximate height of 5 ft, and a 6 -inch diameter nozzle. TRANSIENT ANALYSIS (PUMP POWER FAILURE) AND RECOMMENDATIONS The steady state flow conditions together with the system geometry, all of which are summarized above, form the basis for the pressure surge analysis of the MBPS and force main. Operation of both duty and standby pumps provided a baseline analysis for the system under worst -case low- pressure surge conditions. The results of the analysis show that upon loss of power to the unprotected MBPS pumps, a low- pressure (i.e., pressure drop) wave is predicted to propagate out from the discharge side of the pump station and into the force main. As illustrated in Figure 2, the low- pressure wave causes the HGL elevation in the pipeline to fall sufficiently far that a vapor pressure condition is created in the force main approximately 1,000 ft downstream of the MBPS. The duration of the low pressure is predicted to be short so it is unlikely that significant vapor cavities will form. However, when the force main is re- pressurized by a reflected waterhammer pressure wave or a flow reversal, any vapor cavities that have formed will collapse, and in the process, will likely produce extremely high local pressure spikes that could damage the force main. L It is extremely difficult to calculate the maximum pressure that will occur as a result of a vapor cavity collapse, such as predicted to occur here under the conditions examined. There are two L mbps.doc January 6, 2005 7 MBPS Number of Dujy Pumps (standby) 2(l) Rated Flow, m 1,000 Rated Head ft 113 S eed m 1,180 Efficiency, % 70 Motor Horsepower 60 Total WRZ lb -ft2 48 Check Valve C g=/ ft 1,400 The predicted maximum total steady state output of the MBPS (duty and standby pumps) is predicted to be 2,531 gpm at a total head of 117 ft. 1 According to KJC, there is an existing pressurized surge tank installed at the MBPS that is currently not in operation, but could be re- installed for surge protection when the upgraded MBPS is brought on -line. The existing tank has a diameter of 4 ft, an approximate height of 5 ft, and a 6 -inch diameter nozzle. TRANSIENT ANALYSIS (PUMP POWER FAILURE) AND RECOMMENDATIONS The steady state flow conditions together with the system geometry, all of which are summarized above, form the basis for the pressure surge analysis of the MBPS and force main. Operation of both duty and standby pumps provided a baseline analysis for the system under worst -case low- pressure surge conditions. The results of the analysis show that upon loss of power to the unprotected MBPS pumps, a low- pressure (i.e., pressure drop) wave is predicted to propagate out from the discharge side of the pump station and into the force main. As illustrated in Figure 2, the low- pressure wave causes the HGL elevation in the pipeline to fall sufficiently far that a vapor pressure condition is created in the force main approximately 1,000 ft downstream of the MBPS. The duration of the low pressure is predicted to be short so it is unlikely that significant vapor cavities will form. However, when the force main is re- pressurized by a reflected waterhammer pressure wave or a flow reversal, any vapor cavities that have formed will collapse, and in the process, will likely produce extremely high local pressure spikes that could damage the force main. L It is extremely difficult to calculate the maximum pressure that will occur as a result of a vapor cavity collapse, such as predicted to occur here under the conditions examined. There are two L mbps.doc January 6, 2005 7 FLOW SC /ENCEo ilifnW basic reasons for this opinion. The first is that the maximum pressure generated in a vapor cavity is very dependent upon the geometry of the vapor cavity, which cannot always be simulated since the precise location of the cavity collapse cannot be predicted. Second, the size of the cavity formed is very dependent upon the duration of the low pressure condition, the number of boiling nuclei in the water, the temperature of the water, the diameter of the force main, and the fraction of dissolved gas that exists in the water, most of which are known very imprecisely, if at all. The Flow Science computer model of transient flows therefore does not compute the maximum pressure that will occur as a result of a vapor cavity collapse. Although the pressure in the force main remains at vapor pressure for a very short duration, the pressure head is below -20 ft for approximately 3 seconds following pump power failure, which could damage the force main. For example, the low negative pressures could damage the joint gaskets in the existing DIP and future PVC piping. Figure 3 depicts the predicted pressure head history at STA 10 +06 on the force main and at the force main highpoint (i.e., STA 20 +00). As this figure shows, the pressure is predicted to drop to vapor pressure after MBPS power failure. The predicted pressure traces at the MBPS and at L STA 75 +15 on the force main are shown in Figure 4. The cyclic nature of the pressure surges, which are shown in Figure 3, may cause premature fatigue failure of the force main, if the pump cycles frequently. Elimination of the possible formation of vapor cavities and low negative pressures is believed to be essential to the safe operation of this system. Several surge protection alternatives were analyzed and two are discussed below, starting with a pressurized surge tank at the MBPS in combination with a vacuum relief valve on the force main. Surge Tank and Sewage Vacuum Relief Valve Protection To eliminate the possibility of vapor cavity formation and low negative pressures �- following pump power failure, it is recommended that the existing 60 ft (e.g., diameter = 4 ft and length = 5 ft) vertical pressurized surge tank be re- installed at the upgraded MBPS. The surge tank should contain 40 percent air under steady state flow conditions and be connected to the discharge piping with the equivalent of a 6 -inch diameter pipe that produces losses of approximately three (3) velocity heads for flow both into and out of the tank. In addition, a minimum 4 -inch diameter sewage vacuum relief valve equipped with a controlled venting feature should be installed at the force main highpoint (i.e., STA 20 +00) in place of the existing sewage combination valve (see Figure 1). A controlled venting feature will prevent rapid air discharge and the possibility of slamming the valve closed on pump start, which could create additional waterhammer pressure waves that may damage the valve float. A sewage vacuum relief/air inlet valve in combination with a small orifice sewage air release valve (e.g., APCO 5- 1500CS or equivalent) is an example of a sewage vacuum mbps.doc January 6, 2005 =r'SOC=ENffE@ relief valve with a controlled venting feature. Alternatively, an A.R.I. D -020 (or equivalent) sewage combination air and vacuum valve equipped with a non -slam feature could be installed. A single - body sewage air valve (e.g., Vent -O -Mat RGX) is specifically not recommended because under low flow conditions the steady state pressure in the force main will be lower than the minimum required seating pressure for this type of sewage air valve. The sewage vacuum relief valve should be duplicated to provide redundancy in case of valve failure or removal for service. A detailed and sustained valve maintenance program should be implemented to ensure that the valves are always in good working order. The existing sewage combination valves at STA 33 +27 and STA 84 +94 (see Figure 1) should be regularly maintained to ensure that they are always in good working order. In addition to providing surge protection, these valves vent pockets of air that collect in the force main under gravity flow and thus prevent air binding following resumption of pressurized flow. Figure 5 shows the predicted HGL elevations following pump power failure with the surge tank and sewage vacuum relief valve installed. This figure shows that the minimum HGL elevation j is predicted to drop no more than 14 ft below the crown elevation of the force main. Additional surge protection is not required to eliminate these negative pressures because they occur for a very short duration and are not low enough for a vapor cavity to form. However, it is recommended that l the pipeline design engineer verify the ability of the force main to withstand vacuum pressures of this magnitude. The maximum HGL elevation is predicted to not exceed the rated HGL elevation of the force main. Figure 6 illustrates the predicted pressure head records at the STA 10+06 and 1, STA 20+00 on the force main. Figure 7 shows the pressure head traces at the MBPS and STA 75 +15 on the force main and shows that the amplitude of the pressure peaks at the MBPS is progressively attenuated with each pressure wave cycle. Flywheel and Sewage Vacuum Relief Valve Protection 1- The total rotating inertia of each pump /motor unit could be increased as an alternative to re- installing the existing surge tank at the upgraded MBPS. More specifically, the total polar moment of inertia of each pump /motor unit could be increased to at least 5001b -ft2. This may be accomplished by adding a flywheel (e.g., diameter = 2.5 ft and thickness = 3.3 inches) to each pump /motor unit. The sewage vacuum relief valve recommended above for installation at the force main highpoint should also be installed in combination with flywheels at the pump station. It is noted that when a flywheel is used together with a variable frequency drive, as could be the case here, the added rotational inertia of the flywheel will increase the power required during pump acceleration, which could result in lower efficiency and a slight increase in operating cost. In addition, if the natural frequency of torsional oscillation of the pump is altered sufficiently by addition of a flywheel such that it falls within the operating speed range of the VFD drive, resonance problems may arise. mbps.doc January 6, 2005 =PrCZZNTE@ The predicted maximum and minimum HGL elevations in the force main after a loss of power to the MBPS with flywheel protection are depicted in Figure 8. This figure shows that the minimum HGL elevation is predicted to drop no more than 17 ft below the crown elevation of the force main. If flywheels are installed at the MBPS, it is recommended that the pipeline design engineer verify the ability of the force main to withstand vacuum pressures of this magnitude. The maximum HGL elevation is predicted to not exceed the rated HGL elevation of the force main. Figure 9 illustrates the predicted pressure head records at the STA 10 +06 and STA 20 +00 on the force main. Figure 10 shows the pressure head traces at the MBPS and STA 75 +15 on the force main. Air Entrainment The above pressure surge analysis was conducted assuming that the fluid was not air entrained. This condition was represented in the analysis by setting the acoustic wavespeed of the Z force main to approximately 3,816 ft/sec for ductile iron pipe and between 1,090 ft/sec and 1,292 ft/sec for PVC. The presence of small quantities of air can greatly reduce the wavespeed of the gas - liquid mixture because air is much more compressible than liquids at normal temperatures. Research shows that as little as one (1) percent by volume air entrainment of a fluid can reduce the acoustic wavespeed of a pressure wave by up to 75 percent of its non -air entrained value [for reference see Wylie, E.B., and Streeter, V.L. (1993), Fluid Transients in Systems, p. 10, and Chaudhry, M.H. (1979), Applied Hydraulic Transients, p. 279]. The ductile iron pipe wavespeed can be reduced from approximately 3,816 ft/sec to as little as 954 ft/sec by the presence of entrained air. Similar percentage reductions were also made to the PVC wavespeed. For completeness, the above surge analysis with the recommended surge protection installed was repeated for the reduced wavespeeds to study the sensitivity of the system response to air entrainment. In general, the results of the wavespeed sensitivity analysis show that the level of air entrainment in the fluid will not significantly affect the pressure transient response of the force main to a power failure at the MBPS with surge protection installed. For brevity, the results of these L analyses are not shown in this report. Future Force Main Replacement Future replacement of the ductile iron pipe with PVC pipe between the MBPS and highpoint on the force main profile is being considered by the City of Encinitas. The transient response of the force main is generally less severe following pump station power failure when the ductile iron piping is replaced with PVC piping. However, PVC piping is much less accommodating of vapor cavity formation and negative pressures. Therefore, the above recommended surge protection measures will also provide sufficient surge protection for the force main following ductile iron pipe replacement. For brevity, the results of these analyses are not shown in this report. mbps.doc January 6, 2005 10 =:4CMENNE! PUMP STARTUP RECOMMENDATIONS Downstream of the highpoint the force main may be drained prior to starting the MBPS following resumption of electrical power. The analysis shows that because the force main downstream of the highpoint has a relatively high gravity flow capacity the rate at which any air cavities are expelled from the system will be relatively slow. The maximum pumping capacity exceeds the gravity capacity by approximately 725 gpm, which implies that the maximum rate at which air can be expelled from the pipeline is at about 1.6 cfs, or equivalent to a flow velocity change in a 14 -inch diameter pipeline of about 1.5 ft/sec. The maximum pressure surge that could be generated in this case by the rapid closure of a sewage combination valve on the PVC force main will be about 60 ft of pressure head (26 psi), which is well within the pressure rating for this minimum 165 psi rated force main. For this reason, a controlled venting sewage vacuum relief valve is desirable, but not absolutely essential. Startup of the pump station was analyzed assuming that the pumps at the MBPS were ramped up to speed instantaneously. If a surge tank or flywheels are installed at the pump _ station, the maximum HGL elevation at the MBPS after instantaneous startup of the pumps is predicted to not exceed 139 ft, which does not exceed the rated HGL elevation for the force main. Therefore, there are no startup restrictions on the pumps at the MBPS. CONCLUSIONS Based on the results of the above analysis, surge protection is recommended to protect the 14 -inch diameter force main from adverse pressure transients resulting from the operation of !- the Moonlight Beach Pump Station (MBPS). To eliminate the possibility of vapor cavity formation in the force main surge protection is recommended as follows: Re- install the existing 60 ft3 (e.g., diameter = 4 ft and length = 5 ft) vertical pressurized surge tank at the upgraded MBPS. The surge tank should contain 40 percent air under steady state flow conditions and be connected to the discharge piping with the equivalent of a 6 -inch diameter pipe that produces losses of approximately three (3) velocity heads for flow both into and out of the tank. X. Increase the total rotating inertia of each pump /motor unit. The inertia of each pump /motor i unit should be increased to at least 5001b -ft2. This may be accomplished by adding a flywheel (e.g., diameter = 2.5 ft and thickness = 3.3 inches) to each pump /motor unit. inbps.doc January 6, 2005 11 =4CIENCE@ ` . Install a minimum 4 -inch diameter sewage vacuum relief valve equipped with a controlled venting feature at the force main highpoint (i.e., STA 20 +00 in Figure 1 of this report) in place of the existing sewage combination valve at that location. The sewage vacuum relief valve should be duplicated to provide redundancy in case of valve failure or removal for service. A detailed and sustained valve maintenance program should be implemented to ensure that the valves are always in good working order. L The existing sewage combination valves at STA 33 +27 and STA 84 +94 (see Figure 1 in this report) should be regularly maintained to ensure that they are always in good working order. 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N v O_ N Z3 by w O O rn O 00 O 00 O O U N O N H �t O kn M O M N O N O O O= 00 O O O kn -• C (Iaaj) pau a -inssajd kn +�I I 0 h g O N O_ d' O i �Q O .r O O `n O O O rn O 00 O 00 O O U N O N H �t O kn M O M N O N O O O= 00 O O O kn -• C (Iaaj) pau a -inssajd kn +�I I 0 h g O N O_ d' O BIOLOGW —AL ODOR CONTROL SYSTEMS ha 13 CARBON ADSORPDON SYSTEMS ADOMONAL ODOR CONTROL TECHNOLOGIES OTHER ODOR CONTROL PRODUCTS USFilter offers several biological odor control systems. The ZABOCS- biofilter system is designed for flow rates from 100 to 5,000 cfm, and is ideal for unattended, remote pump stations. Better than 99% H,S removal is achieved reli- ably, with minimal maintenance. The USFilter Bioscrubber system is designed for flow rates from 2,000 to 20,000 cfm Carbon adsorption is an effective solution to many odor control problems. It is particularly useful for small air flows, remote locations, and control of specific volatile organic compounds that arc dif- ficult to remove by wet scrubbing. We offer a complete line of carbon adsorption systems, ranging from small modular systems (100 cfrtt and up) to larger, dual -bed systems (up to 15,000 cfm). USFilter offers the most comprehen- sive selection of odor control technologies available. Please contact us for informa- tion on additional vapor -phase technolo- gies such as biofiltration or liquid -phase technologies including the patented Bioxide° Process, AQuit® Odophos® and hydrogen peroxide. USFilter resentes the right to change the specifications referred to in this Ikemme a[ am• tithe, without prior notice. AQuit, Bio:idc, LOMRO. Odophos and ZABOCS are trademarks of USFilter C."926.11 Of its affiliates. Rj- LP- BR4)804 and higher. The Bioscrubber system uses unique light weight, high surface area media to allow high air volumes in a compact space. All USFilter biological odor control systems are supported by custom bio-nutrients which enhance and accelerate the biological degradation of odorous compounds. R) FEtvirontnmW Products seta the standard br ft46hle, economical, and effect1w odor control systems. A Siemens Business RJ Environmental Products 13100 Gregg Street, Suite B Poway, CA 92064 858486 -8500 phone 858486 -8501 fax umna usfilter. com (02004 USFilter Corporation March 17, 2005 Mr. Arthur Carbonell Air Pollution Control Engineer Mechanical Engineering Section San Diego Air Pollution Control District 9150 Chesapeake Drive San Diego, CA 92123 -1095 RE: Permit Application Moonlight Beach Pump Station (977860) -301 Third Street, Encinitas, CA 92024 Dear Mr. Carbonell: As a follow -up to our conversation, the San Elijo Joint Powers Authority submits a permit application package and associated fee for the replacement and upgrade of the existing diesel emergency generator located at the Moonlight Beach Pump Station located at 301 Third Street, Encinitas. CA 92024 The following are provided: 1. Application Forms (116.doc) 2. Form Rule 1200 Toxic Evaluation 3. Fee estimate worksheets 4. Check for the estimated fee $ 1,694 5. Facility Site Plan 6. Form 34 A -E,G 7. Emission Information - AB Volvo Engine 8. Manufacturer's Data Kohler -Volvo 9. Existing APCD Permit To Operate Any questions regarding the contents of the permit package please contact me at (760) 747-9553- Very truly yours, ENGINEERS, C. Donald ng 0 ( Permit Engineer Enclosure: Application package & Fee Cc: ,-Kipp Hefner- City of Encinitas Mike Thornton- San Elijo JPA Matt Tebbetts, Kennedy Jenks Consulting Engineers, Inc. DHK ENGINEERS, INC. 1851 Skyhill Place Escondido, CA 92026 APCD 16 (Rev. 10/97) SAN DIEGO AIR POLLUTION CONTROL DISTRICT 9150 CHESAPEAKE DRIVE, SAN DIEGO CA 92123 -1096 PHONE (858) 650 -4700 • FAX (858) 650 -4659 PERMIT / REGISTRATION APPLICATION FILING THIS APPLICATION DOES NOT GRANT PERMISSION TO CONSTRUCT OR TO OPERATE EQUIPMENT IMPORTANT REMINDERS: Read instructions on the reverse side of this form prior to completing this application. Please ensure that all of the following are included before you submit the application: ® Appropriate Permit Fee ® Completed Supplemental Form(s) ® Signature on Application REASON FOR SUBMITTAL OF APPLICATION: (check the appropriate item and enter Application (AP) or Permit to Operate (PO) number if required) 1. ® New Installation 2. ❑ Existing Unpermitted Equipment or Rule 1 l Change 3. ❑ Modification of Existing Permitted Equipment 4. ❑ Amendment to Existing Authority to Construct or AP 5. ❑ Change of Equipment Location 6. ❑ Change of Equipment Ownership 7. ❑ Change of Permit Conditions 8. ❑ Change Permit to Operate Status to Inactive 9. ❑ Banking Emissions 10. ❑ Registration of Portable Equipment 11. ® Other (Specify) Replace Existing Emergency Engine 12. List affected AP /PO#(s): APPLICANT INFORMATION 13. Name of Business (DBA) SanEliio Power Authority (Moonlight Beach Pump Station) 14. Nature of Business Wastewater DumD station 15. Does this organization own or operate any other APCD permitted equipment at this or any other adjacent locations in San Diego County? ®Yes ❑No If yes, list assigned location ID's listed on your PO's 977860 / 241244 16. Type of Ownership ❑ Corporation ❑ Partnership ❑ Individual Owner ® Government Agency ❑ Other 17. Name of Legal Owner (if different from DBA) A. Equipment Owner B. Authority to Construct (if different from A) 18. Name San Eliio Water Reclamation Authority 19. Mailing Address PO Box 1077 20. City Cardiff By The Sea 21. State CA Zip 92077 -7077 Zip 22. Phone (760) 753 -6203 FAX (760) 753 -5935 ( ) FAX ( ) C. Permit to Operate (if different from A) D. Billing Information (if different from A) 23. Name 24. Mailing Address 25. City 26. State Zip Zip 27. Phone ( ) FAX ( ) ( ) FAX ( ) EQUIPMENT/PROCESS INFORMATION: Check Type of Equipment: ® Stationary [:]Portable - Will operation exceed 180 days: []Yes ❑ No 28. Equipment Location Address 301 Third Street City Encinitas Parcel No. 29. State CA Zip 92024 Phone (760) 753 -6203 FAX (760) 753 -6203 30. Site Contact Gary Masters Title Wastewater Treatment Superviso Phone (760) 753 -6203 31. General Description of Equipment/Process Installation of new generator to replace existing unit 32. Application Submitted by ® Owner I hereby certify that all informati ovided 33. SIGNATURE ,/ 34. Print Name ❑ Operator ❑ Contractor ❑ Consultant Affiliation _Date 3 b /O Title cqcIc2AC_ I-e- 35. Company San Elijo Joint Power Authority Phone (760) 753 -6203 APCD USE ONLY AP # ID # Cust. No. Sector: UTM's X Y SIC Receipt # Date Amt Rec'd $ Fee Code Engineering Contact Fee Code AP Fee $ T &M Renewal Fee $ Refund Claim # Date Amt $ Application Generated By NV# NC # Other Date Inspector 10 /00 - jfo SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT APPLICATION FEE ESTIMATE Applicant: Moonlight Beach Pump Station / San Elijo JPA Fee Schedule 34H Engineer. Arthur Carbonell Estimate Date: 313/2005 Application: To permit a new EPA certified emergency engine (replacing an existing registered engine). Assume no AQIA or HRA will be required. If evaluation determines one is needed, additional funds will be requried. Please submit a copy of this fee estimate with your application.. A/C FEE LABOR Associate Engineer LABOR LABOR ACTIVITY I CODE I CODE CLASSIFICATION HOURS I RATE COST I SUBTOTAL A/C NSR EG3 Associate Engineer $135 Risk AQA EG4 Senior Engineer 1 $168 $135 Assessment EMF EG4 Senior Engineer $168 P/O EG3 Associate Engineer $135 $135 EG4 Senior Engineer $168 34H $1,469 $1,469 NSR NSR EG3 Associate Engineer $135 AQIA NSR EG3 Associate Engineer $135 Risk AQA MET3 Associate Meteorologist 1 $76 $135 Assessment EMF EG4 Senior Engineer $168 Health TNS ES3 Associate Specialist $118 Risk NBF EG3 Associate Engineer 1 $135 $135 Assessment EMF EG4 Senior Engineer $168 Witness $135 Testing 93A EG3 Associate Engineer $135 or NBF CH3 Associate Chemist 1 $79 $90 Test EMF CH4 Senior Chemist $94 Witness $90 Other Fees RNP EG3 Renewal Fee $135 NBF Administrative Fee 1 $90 $90 _+_qt3 EMF Emissions Fee $101 $90 Deficit EG3 Associate Engineer $135 Associate Chemist $79 _+_qt3 Notes: If actual costs are less than estimated, the difference shall be refunded. If actual costs are greater than estimated, additional fees shall be required. If tests are required, additional fees shall be required which may be deferred until the A/C is issuer!. Additional emissions fees may also be required. Work records are kept, which may result in a final fee more or less than this estimate. ESTIMATE TOTAL: I $1,694 NOT TO SCALE DHK ENGINEERS, INCA. CITY OF E dClNiTAs 1851 SKYHILL PLACE FIGURE I MOONLIGHT BEACH PUn ESCONDIDO, CA 92028 SITE V1C117Y MAP STATION REHABILITATION r -., (760) 747 -9553 PROJECT Lp c os o u RIX �4 AV SKY LOO TAM?v'M RD AV DR MR ST Cj3t!WR CIR EPP, I :,r p1l,jr 51 C. 7� I AV BLUE HERON 0. (p ois, CT 1" - s*311- �00 SS r c �,AVEAIJ Z) CT iI ;�A 'ell ....CAPRI RD tkit - cj R 'OIL C), 011 4 1 L ;IS0 SUNRICH E GLAUCUs A Lt! EtIC1111TAS ,avjlEv, tn ST sl DR sl LAUREII RANCH CT , \' j� Solt 9,50" GOLF sl COURSE sl YE GSpUGDS v G NORMANDY LEUC4DlA GLAMUS BRITTANY RD sl tkNINID CT BEACH 14 ILA CH 51 LDFORD s'v 160 LEUCADIA BLVD BEACONS sl PASS- BEACH FS SID0141A RIVIERA 'MP PUEBLA soon PLIEBL, ST SS doll, L/-) n PK S WIDERO Sr NY �Z- EZEE ST a lg MIMI Uilloll ST HIL-: ti C, c-. Liam ST Si uftlol! ST S-MNE SHASTA STEPS iz! ALVISO es .... (p� lyG ar VIA LlInk '- Iff rp HWY P1 CT 44'pr CL wcw, pt PASeo -A� DE > s wks - - DE FOXGLOVE ST ;!r, - SAXW.'Y ui FLGRIA�' HAYS ARROYO. L2 -Y s, LVIA Si SUIFLMFR r SEACREST DR SIMPORAGM Sr A sulmy"y 7 Elic ,'S,C, TEASEFM DR ST 9 FS 41 O BLUFF j:r , o, BL V BEACH w : ,- D ST Rlrl D Ila % ST I P. Y, F ST - -1 1 = ;:� - - - Cour Ifs 10 s E F ST REOUEZA ST F ST O EZA ST ff ST VlEWIN'T W PAW ST E H ST; 9 HE Elm cl 0 .125 5 .375 miles 1 L n. - Igoo ft. SEE MAP toot Tc of �iq uYU VYII[ Hq- WigSdWNYeNaM100'911[pW \b\Off \�a v 0 - -- - -- -- T lot a ai S ------ - - - - -- I ---- - - - - -- s a t 4 70Z fig - , WE P � g e e nl 1 I 1 I O nl I I F -✓: I I III I U f I � I i e' I 1 1 pp� Ali I tl l 1 f: �• it I I p l I - g - ° Uy- -- ------ -- - - - -- ----- --- Av i _ a 1 7 �3. t dM C7 '* O 3 II -- -I IL I III t I I i W FaII I� I 14' �Ii� 'g r:: 'ha ��es�6d I j4 III d I �L t• �. '� I I I • 5 — —J -j SAN DIEGO AIR POLLUTION CONTROL DISTRICT I SUPPLEMENTAL APPLICATION INFORMATION FEE SCHEDULE 34 A -E, G San Diego APCD Use Only Appl. No.: ID No.: 1 INTERNAL COMBUSTION ENGINES 2 (Please type or print the information requested below.) 3 Company Name: MOONLIGHT BEACH PUMP STATION / SAN ELUO JPA 4 Equipment Address: 301 THIRD STREET ENCINITAS CA 92024 5 A. EQUIPMENT DESCRIPTION 6 Engine Mfr.: KOBLER - AB Volvo Penta Model: D350 12.1A65 - S/N: TBD 7 Engine hp Rating: 540 Fuel Type: ® diesel* ❑ natural gas ❑ gasoline 8 Combination of fuels (specify) 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Engine Equipment: ® turbocharger ® aftercooler ❑ 4- degree retard of fuel injection ❑ exhaust gas recirculation ❑ lean burn ❑ pre - chamber combustion ❑ air /fuel controller ❑ crankcase (blow -by) emission control equipment (specify) Model Describe any in stack emission control and/or monitoring devices. (i.e., catalytic converter) * Diesel fuel must be Certified California Diesel. B. PROCESS DESCRIPTION Engine Drives: ❑ compressor cfin ® generator 350 kw Equipment is: ❑ portable ❑ stationary ❑ peak shaving electrical supply ® emergency electrical supply C nPF,RATING SCHEDULE (tvuical) ❑ pump ❑ other (specify) _ ❑ continuous service ❑ cogeneration ❑ used at any time =I JFO -5/01 1 of 2 OVER Hours/day Days/week Weeks/ ear Av e 1 1 52 Maximum JFO -5/01 1 of 2 OVER 27 28 29 D. FUEL CONSUMPTION AND EMISSIONS ( @100% Load) 30 Liquid Fuel: 24.7 gal/hr 24.7 gal/wk 31 Gaseous Fuel: gal/hr gal/wk 32 33 34 35 36 37 /hr _ /wk 1285 gal/yr gal/yr /yr Exhaust Emission: LB/HR -HR WHR PPM Carbon Monoxides (CO) 216 Nitrogen Oxides (NOx) 2082 Hydrocarbons (HC) (Non CH4) 65 Sulfur Oxides (S Ox) 12% CO2 Particulate Matter (PM) 23.9 Exhaust Temperature 940 OF Fl1Pl �'77TT17PT' Fuel Sulfur Content: CAL D % Sulfur (% wt. as S. (Liquid Fuel)) Fuel Sulfur Content: % Sulfur (% vol. as H2S (Gaseous Fuel)) 38 Engine year of manufacture: 39 CARB Certification No.: _ 40 41 42 43 44 45 46 47 EPA Certification No.: E. ADDITIONAL INFORMATION Supply a copy of the manufacturer's brochure. Brochure and emission information attached EPA Family Emission EPA Certification. CARB Certification and Engine Model Summary Form Attached Name of Preparer: Donald H. King Title: Permit Engineer 48 Phone No.: ( 760 ) 747 -9553 Date: 3 -17-05 49 50 NOTE TO APPLICANT: 51 Before acting on an application for Authority to Construct, Permit to Operate, or Permit to Sell or Rent. the District 52 may require further information, plans, or specifications. Forms with insufficient information may be returned to the 53 applicant for completion, which will cause a delay in application processing and may increase processing fees. The 2 of 2 (34A -E, Q 54 I applicant should correspond with equipment and material manufacturers to obtain the information requested on this 55 supplemental form. 3 of 2 (34A -E, G) SAN DIEGO AIR POLLUTION CONTROL DISTRICT SUPPLEMENTAL APPLICATION San Diego APCD Use Only INFORMATION RULE 1200 Appl. No.: TOXICS EVALUATION ID No.: (ALL REQUESTED INFORMATION IS IMPORTANT - PLEASE COMPLETE FULLY) 1 FACILITY NAME: Moonlight Beach Pump Station - Emergency En&e Generator 2 RELEASE POINT DATA (Examples of commonly encountered release points: the tip of an exhaust stack, a 3 roof vent, an open window, an outdoor area or volume) 4 How are the emissions from this device released into the outdoor air? Check One 5 0 Exhaust Stack or Duct ❑ Unducted Vent ❑ Released Through Windows or Doors 6 ❑ Undirected Emissions ( Anything other than the above categories) 7 If emissions are from a stack or a duct, check off the direction of flow. ❑ Vertical (Up) 8 ® Horizontal ❑ Other (Describe): 9 If there is an obstruction to vertical flow, is the obstruction a: ❑ Rain Cap 10 ❑ Flapper -Type Valve (Open when there is flow) ❑ Other (Describe): 11 Volume Source: If emissions are from a volume source, describe how the emitted gases, vapors, and/or particles 12 get into the air and either the size of the opening (example - 3 ft x 4 ft window) that results in release or the 13 approximate size of the release zone (example - paint spraying, 2' x 2' x 2' bread boxes): 14 15 16 Lateral dimension (ft): Vertical dimension (ft): 17 18 19 Please provide the following STACK or RELEASE POINT information (where applicable): Parameter Emission Point #1 Emission Point #2 Emission Point #3 He of release above ground (ft) 10 Stack Diameter (ft)- 0.66 Exhaust Gas Temperature* ( °F ) 915 Exhaust Gas Flow (acf n or s) 2540 Distance to Property Line ( +/- 10 ft) 20 * Use "70 °F" or "Ambient" if unknown FACILITY SITE MAP, PLOT PLAN, and RELEASE POINT INFORMATION Please provide a copy of a Thomas Bros. Map showing the location of your facility. 20 Please also provide a facility plot plan showing the location of emission release point(s) at the facility, property 21 lines, and the location (include approximate distance) and dimensions of buildings (estimated height, width, and 22 length) closer than 100 ft from the release point. 23 Where is the subject release point located with respect to onsite buildings? Check Any Applicable 24 ® On top of a building: Building Height 9 ft Width 9 ft Length 25 ft 25 ❑ On the side of a building: Diameter of Opening ft or Size of Opening ft X ft 26 ❑ Adjacent to a building: Building Height ft Width ft Length ft 11 /00 - jfo 1 of I (Rule 1200 -Toxic Eval.) ENGINE INFORMATION 47-Z 7 • • • �., 1111,1 , 5 '�`IM Ratings Range BO HZ 50 ftz Standby: kW 305 -360 208 -328 WA 981- 450 360 -410 Prime: kw 275- 330 280 -296 WA 344- 413 325 -370 Generator Set Ratings 9'1402 3471600 3 00 3W430 360/450 33W413 33W413 irbOadMdapwrrarp. T1.•a�roendoN pryp�}arhianixa.RYPrxaM •T,.I�,IB� 9M8mrIeBf[1Tbif 5!I ind iti CORIQOrNdrNS 8rB Y.""' ; ieoied. factor Zl and prd:wbon -blew • The 60 Hz generwor set offers a UL 2200 65W9, • The generator set accepts rated bad in one $tep. • The genereW ed Compose with ISO 6526.5. Class ti3 Tequhemetrls for transient performance. • The 60 Hz generator set engine is certified by the Emirorxnentai Protection Agency (EPA) to conform to Tier 2 rwmroad emissions regukations- • A one -year funded warranty covers aH systems and components. Two-, Ova-, and ten-year extended warradin are also available. • AbwnMw Uslun : o The plot -excW per n uwA -magnet (PM) aRemat0f provides a "ft short - circuit capability. o The brushtass, rotating4kid aitemator has broadrange recomwclsb+tty. • Odw features: o Controrers are evadable for A appikaUons_ See contrnder feakres kwide. 0 The law coolant level shutdown prevents overheating (standard on radiator models or4y o ir49" vtl mgw MOM" owninetes the need for under -unit vdxa6on spring isolators. o An electoric. wochronous governor delivers precise frequency regulation. 6KMk AMkdl emYb. ft ' - al'C t>_'7 � 1 66¢18 ?164 1•r. me Mob e.aLL+a M per SOrAby Rsony Prhe• RWft 16WC 13WC 126 °C 106°C Rh• rose R!•• Rhs AhWnMar VCVAQ@ Ph its rwArV41► 1AIr1tVA W WrAlVElt INIM 120x" 3 6D 365/444 360/496 325408 3201400 127/220 3 6 300090 380/450 36/413 3301413 138,x240 3 60 3601450 361450 330/413 3301413 220460 3 aD 305861 3051W 2751344 275944 3551444 3271406 �IUWW190 3 60 4AA4019 3 50 3241" 30Qr875 2921305 2721540 115/200 3 50 324/405 29Ql966 292465 MOM 1201200 3 50 3121190 Mr" 284056 2601125 22WM 3 50 3241405 30QOM 282/366 2721340 230400 3 50 3241405 MOM 29"4 264136 24Q141e 3 50 312/36D_ 28WW 120/200 3 aD 36QKW 30*M 9301413 33W413 1271220 3 aD 3601450 3601450 3301413 33Q413 1391140 3 60 36041450 3641450 33W413 330413 220/360 3 00 3171384 314W4 2Wd66 265x356 240/416 3 6 36/430 36/450 3301413 33W413 3 60 360!450 3DW45D 3301413 33W413 4M4021 110/190 110/190 3 50 328n'41D MW4011 2841970 2 VI= 115/200 3 50 3261410 320405 29MM 292/386 12/21]6 3 50 3241410 324400 2961870 28860 2201160 3 50 325410 3201400 211%1170 2BW13W 2301400 3 5D 325410 3211406 29WM 292f96 2401416 3 5D 326/410 320/400 294/870 265360 - -- 1201206 3 60 30/450 35W 4W 3341413 330413 1271120 3 6 361450 3801450 3301413 3301413 1320240 3 60 36/45D 3U47D 3301413 330/413 22WS6 3 00 3eW460 364x46 3301413 3300413 2401416 3 6 3001450 3601450 3301413 33W413 277/460 3 6o 36W460 360x460 3301413 33W413 56640T7 110/190 3 50 3281410 320/410 29eaM 2BB137D 1151100 3 50 3261410 3261410 2M70 21161170 1201200 3 50 32$1410 3261410 2901170 29!11370 22/360 3 50 3241410 329V410 2061370 2961870 2301400 3 50 324410 32x410 2861370 2941970 2401416 3 50 3261410 329/410 261370 22114370 4114156 3 aD 3e0/450 360/450 3801413 3301413 _2201160 5114182 ?20/880 3 60 $801450 360460 M W 13 3301413 41/4286 347/8D0 3 e0 3601450 3O 45D 3301413 3301413 9'1402 3471600 3 00 3W430 360/450 33W413 33W413 irbOadMdapwrrarp. T1.•a�roendoN pryp�}arhianixa.RYPrxaM •T,.I�,IB� 9M8mrIeBf[1Tbif 5!I ind iti CORIQOrNdrNS 8rB Y.""' ; ieoied. factor Zl and prd:wbon -blew • The 60 Hz generwor set offers a UL 2200 65W9, • The generator set accepts rated bad in one $tep. • The genereW ed Compose with ISO 6526.5. Class ti3 Tequhemetrls for transient performance. • The 60 Hz generator set engine is certified by the Emirorxnentai Protection Agency (EPA) to conform to Tier 2 rwmroad emissions regukations- • A one -year funded warranty covers aH systems and components. Two-, Ova-, and ten-year extended warradin are also available. • AbwnMw Uslun : o The plot -excW per n uwA -magnet (PM) aRemat0f provides a "ft short - circuit capability. o The brushtass, rotating4kid aitemator has broadrange recomwclsb+tty. • Odw features: o Controrers are evadable for A appikaUons_ See contrnder feakres kwide. 0 The law coolant level shutdown prevents overheating (standard on radiator models or4y o ir49" vtl mgw MOM" owninetes the need for under -unit vdxa6on spring isolators. o An electoric. wochronous governor delivers precise frequency regulation. 6KMk AMkdl emYb. ft ' - al'C t>_'7 � 1 66¢18 ?164 1•r. me Mob e.aLL+a M per Alternator Specifications cssreDsaaeozy 2WA • NEMA UGI, EEE, and ANSI standards compliance for 8p•dpuadoas AnwfWW temperature rise and motor starting - TWO 4-Pde. PZM* g -F1eld a Sustained short-circuit current of up to 300% of the EoGfer type Bruhlesa. Permenera- rayed current for up to 10 seconds. L%Vwt. Fast wee' a Sustained short ckrvi1 tamed enabling downstream Lenity qual ty, type 12. Racomectade dread breakers to trip without collapsing the altemator Vb" mgdetar Bow S[de,11O11eh1z field. Insulatim NEMA MG1 a and dripproof cansbUCtion. tink. .......................... Claw H I WC, StendbY s Superior V~ waveform from a twro Utirds pitch T rise . . . . ....... . ...... stator and skewed rotor. B-ming: quentlY. We Coup" 1, Saded Flexile Di9c a Digital sold - stale, voke-per-hertz vosege regulator with Amortive" whAmps Full ±0.25% no -load to bA4oad regutation- voluga rugAwon. no -load to k,Wbad • BrusMesa alternator wilt bnnstdess plot exciter for (with < 0.5% ddft due to twnp. verielion) 3-� Sensing. 0.25% excellent teed rereponse_ On*�p hied wowtence 100% of Rating tkbatwtced load cWabi ity 100% of Rated Standby Cured Peek meter stating kvX (35% dip for vollagell b(IIOrir} 400 V, 300 V 4M4019 (12188M .... 1325 (ems, 8W (501-0 490 v, 3M v OA4021 (12 lie" .... 1350 WHO, t O Otto V, 300 V W40V p2 Wad) .... ISM (CO", 1100 ( 390 v 4M1415e (4 teas) ..... 1000 MHz) 390 V 5114141E2 (4leed) ..... 2100 (WqZ) e0O v 4M42B6 (4 leant) ..... 1300 (6O1-tz) Wo v 51M4272 (4 Wad) ..... 17W (6OH4 Application Data Engine Engine Electrical F 10 O He Engine t3ectifoet elpfwa oo ltr m tpc D86O12.1A35 Bonery d-rWn4 aMwndior eigh nhodet En9ne 1YPa 401de, Tubod=Wd, 6"Hid (negedve/oad ...... . 24 Ow" Ar Coaled voks MQ ....... . ............. Cylinder arrerng -911 B, bins Amp —refry ................. 60 DOpleowrnerut. L (cm. in) 12.13 (740) Starter mown raWd voltage PC) 24 Bra and stroke, mm (;n_) 131 x 150 (5.16 x 3.41) Bey, mconvnMied cold cranking COQ' on ratio 17.5:1 amps (CCA): Two. 850 fist- speed, mhnin. (ft./min.) 540 (1772) 450 ( 1476) oty., CCA rang each ........... 12 Ysn bewWgs_ qumiily. t� 7, Preciaion Rath -Shaft snowy voasgs (DQ Rimed rpm 188 1500 Fuel Max PoWW at, rpm, kWm (BHP) 402 MM 3631'180) its tie s8lis A� head maWrfat Piston: type. melenal Cast than Swirl Charnbw, foot 111"M Feel WrPPIy line, min. ID. mm Qn.) 10(0.39) GraphitsZoeted Aluminum Fuel return lire. mirL ID. mm (in.) 10 (0.38) Grankshat[ meoertal Forged Steel Max. Wt, engine- driven kWl POW, m (R-) 2.0 (116) Valve nrelariet f4mOAic MWt. fuel flaw, Lph (1 N SW (145.3) 500 (132.1) taverner: type, mnlieftnodel EDC III Fuel prime PAD Manuel FmWWCy MWA&n nrrioed to full-load Isochrorwue Fud fiber. Wentity, type 2, Primary, 30 Marie! FnKpien y ruIpilabon, steady state &025% Secordery wlWatw Separator, 5 Microns Frequency Faki- Cortwr6dtfe Dry Recommended lust 02 Diesel Air cleaner type, all models Exhaust LjWcadw gyst— 9a th MHz LubAdtlaQ SPW- e9 NZ 9O HE Exhisualt e ret Clow at riled XW ms(min. (ckn) dwel 71.9 95" 82 9 lam) Type Fill Preasue 31 (39) Exhaust hamparabre at rated kW, dry oil pen L (Q.) 36 M wtrarrst. •C (°F) 490 ( 914) 504 (840) ()It pan errpsdry vdOh fgw, L (qt.) Maodnrm allowable back prem" 10-2(3.0) 09 taer. qun8ty, type 3 Cwufdge WNW -roiled We p„ 149) Oil ooOWr Engine eoahmt outM size, mm (h) See ADV Drai" cssreDsaaeozy 2WA Application Data te r � so HE s9 ttr Mihiett WrrVereUm, °C rF)* So (122) E,grre jacket waW rapacity, L (981.) 20 (528) flutfieW caPOOY' er 1) WV Brow L {9d) 44.0 (11 -62) � OdA eGr flow. Lpm (Wn) 380 � 288 (78) [jest rejected to c)dN water at rated kW. OY etdaetet, kW ( -) 148 (8420) 132 (7900) Hod ra)ek'bd to charge air cooler Ed rated W. dry erdrast, kW (Bayrmn -) 84 i<�) 73 (4140) Ulmer peep type Fsr dsneter, ktcuddrg blades, mm (M.) Cerruikval 890 f35) Fan. k1Hm (HP) 15 (2d) 9 02) Mean. restrit>hort of wWat9 air. Irdake and dsdm W side of raffnew, kPa (in. H2Q 0.125 (0.5) e housing with external rslenr,er educe WrOard tertpereture cepaM'*y by 5 °C is -F)- 827 (18.6) Controllers ioCOIr OW AudWWW =mbm %IM HFPA 110 lekrel 1 C8PS lty- ProQemreMe k0c and dqW display %GhOec Atterr®hr safeguard riad WobKAPon• 12- or 24-w# errgkre dectrlod SYSIOn cwobiw- Rrerrowstart, rWnota OMWg tan, end remote ammmicevan aphans. Rela to (,16.48 for adWurd —*QUM Wouree and ir.7 �'I 7 F;rA O 1�kP e%a is* �y,��itm Req�roments yY"• "` oeclswr►�° 3.,164JWCCOWhr Audmkud snnamlim with WPA 110 Level t arpebft AW PAqubwnwft 80 H. MWOprooesm logir, AG metes and artglne gauge fedrres. system caPedY' l 9r- cooled cooing OIL 12- or 24-vM MWIS eiechicW 489 (1655) 385 (13800) Remote Start, P&M POWWI and nerrrote areerrcdwn 00-- rresb+in- (fin)# 29 25 (8901 Refer to G6-O tar addOmW eorrbollar Combuafon air. rrrljmin. (Cfm) (1090) Ned rejected to amblers air Er>gine, (Bk .......... 75 6 (4300) 728 (4140) rli Atatnkor, kW ) .. . .... . y, 227 (1290) 24.8 (410) t Air dwafty =1.20 kows (4.075 hrVft4► olsed, Lph s+) at % bad R'h M 10096 93 (za.7) 64.7 (22.4) 797E 70.0 827 (18.6) sox 46.4 (12.8) 42B 01.3) 259E 28.5 (7•5) 24-3 (6.4) -- obtlA Lph (ark) at % row Prime Fletln9 1 05.6 82-61 78.1 PD- 1) 64.4 (17.0) 58A V5-0) W% W% 44.7 (11.8) 36.4 (10.4) 28.9 (7.1) 224 (5-9) GS-r* pGOVEIN�1 Ueat 24.7 6 .1* .. 24 Kf- 59Z . 8 64-L USA ifCoHt x`77 6'+L T7WK Kohler Power SYSIGM KOK.ER CO., Kober, Wisconsin 53044 USA Asia Pwft Head*-%- Pha» 920565-3381, Fax 920-4WI 48 77 g a 819158 Far the oeaeel saps end service outlet 10 the us and QvmK , phan• 1- em5w2w Phene MV8443422, Fax 02845456 Standard Features and Accessories Stoddard Features • AAemelor Praleettnr (stawlard aeth 560 coraroler) • BatlarY Rack and Cables • Ekjdrarie, tsodw0n" Gmemw • Cii Drain Extension • Operation and Installation Ul -cute v Enckoeed uok p� So" Enclosure end Subbase Fuel Tank Packages ❑ 1 n dw Enclosure and Subbase Fuel Tack Packages ❑ Weather Horning (rribr skid end caps and n#- mourded silencer) app Url9 ❑ E)d� Silencer, Hm%AW (kits: MWAI903, PAS) ❑ Exheus %m car, Cr■kal (kihx PA- 3S48B0, PA- 364881) ❑ Rladlie B*Omt Cornecsar, Sb" Bess Shat CoaRae Symbus Block Header, rerxxrrrrended for ambient ternpoula es below 4°C (40 °F) Q Radiator Duct Flange Farts S"Um Fmd le Fuel tines U Fuel Pressure Gorge U Subbase Fuel Turks ❑ Subbaae Fuel Tait erih Day Tank Backical SYalenl eadery Brdlery C3mger- F.rFar— lF'tod Two ❑ am" Healer Faefrte and AhwrA* r ❑ Air Cleaner, Heavy Duty Air Cleaner Reaeidion 4rdicaior ❑ Altarrrator Strip Heater ❑ Bus Bar KIb Crerdwas• Embslon Cwdster CSA Cerb0caftan p tineCkcuil Breaker VEMAi etdoaue) Lure *curl Breaker whh Shun Trip (NE#AA1 endosurv) Rated Power Faxon Testing Rodod Guards ❑ Stead Wei pwt astable wdh 550 ml&dier) 0 Skid End Caps Paralleftsl Sy slam p Loadshwing Module U Reactive Droop Coenp -se" p Ranote Speed Ad) mbm Control ❑ Ranufam vbttega A4-bnant Cuird p Vatage Regulator Rak cabon Kit t1 mktwrrrr m aid Uwaaam ❑ Ganad McNen+nce Uterab" Ktt U MairCerm" Kd (rxiddea air; c1, and fuel t9ters) ❑ NFPA 110 Uterahx• ❑ pwha l t.xerature Kit Praducdw LAwak * K% Controrer ❑ Ccnwm Fame Relay Kit ❑ Colmu icaifans Pmodxia end PC Softnar (550 =drudw kxiy) ❑ cwwrner Connection Kt Dry Contact Kn (soiled Berta) EWO Prawns Sender KA U Prkm Powar Swidr Kit (660 corer only) ❑ Renwis Ami ndalm Panal ❑ Remote Audoviarat Alain Panel ❑ Renate Enna vmcy Soap Ka ❑ Rernota mounting Cable ❑ Run Relay IQ r ■ ■ ■ r Dimensions and Weipft Overall Size, L x W x K mm (5-5-4 3300 x 1250 x 1922 (129.92 x 48.21 X75.87) Weight "Mixer model), .rat, kg (lb.): 3175 (1000) H O 0 rIUrE 7Ns dn>+bre YP .Wddm du I" orQl "°m'10 "�W"�forOWme irtYr6m. oarou V., H e drltbkau rdr M" k PWO ironmamk. DISTRIBUTED SN" 8ff CITY ELECTRIC WORK"G 11=1 INDUSTRY ROAD tAKO" CA 92M (�1�j938,82D0 02= aooa, uor by nohW Ca a rVO MM%md sazrepsrreoxh ZVW EMISSION INFORMATION AND CERTIFICATIONS EPA FAm", y 60"SfaJ zap Engine Model Number 035012.1A65 Engine Family 4VPXL12.1ACS DiWacement Liters 12.13 Standby Power Rating BHP 527 Ratted Speed rpm 1,sm Weighted Load Factor 10096 7596 50% 25% 10% Average BHP 539 405 270 135 54 D2 cte Per + h 2146.1 1724.2 1254.6 630.3 376.3 4.4 x ath 64.58 63.14 55.22 50.99 51.51 02218 2082 1661 1199 579 325 4.23 Npx 216.32 95.57 93.51 106.92 125.34 0.42 CO 2600 18900 i29200 72540 39860 488.3 CO2 gth 23.85 13.75 1527 1.21 0.1 PM _ -A, n nrl n_n3 0.06 0.13 0.13 0.21 0.045 E p4 661U"JF14+f70J0 UNITED STATES Eq\rMONmE %-rAL PROTECTION AGENCY WASHINGTON. DC 20460 2()04 Mudetl Year CertiftCaw of COR[or'n'" Manufacturer: AB VOLVO PENTA Certificate Number. VPX- NR741-04 Effecd,.e Date: 1219103 Date Issued l 219103 in Zaw -Mon. Director Cutifiration and Canpliance Division Office of Transportation and Air Qt n-,,- pursuant to Section 213 of the Clean Air Act (42 U-S -C. section 7547) and 40 CFR 89, and subject to the terns and conditions prescribed in those Provisions, this certificate of conformity is hereby issued with respect to the test engines which have been found to conform to applicable tequitemerits and which represent the following nouroad engram by engine family, more fully described in the documentation required by 40 CFR Part 89 and produced in the stated model Liar. Diesel Engine FatnU }; 4VPXL12 IACB ADl24XGE This certificate of conformity corers only those new nonroad compression- ignition engines which conform in all material respects to the design specifications that applied to those engines described in the documentation requited by 40 CFR Part 89 and which are produced during the model pear stated on this certificate of the said manufacturer. as defined in 40 CFR Pan 89. This cenificate of conformity does not cover nonroad engines imported prior to the effective date of the certificate. It is a term of this certificate that the manufacturer shall consent to all inspections described in 40 CFR 89.129 -96 and 89.506 -96 and authorized in a warrant or court order. Failure to comply with the requirements of such a n arrant or court order may lmiol to m%ocation or suspension of this certificate for reasons specified in 40 CFR Part 89. It is also a term of this certificate that this certificate may be revoked or suspended or rendered void ab initio for oth.r reasons specified in 40 CFR Pan 89. This certificate does not cover nonroad engines sold. offered for sale_ or introduced, of delivered for innoduction. into commerce in the U.S. prior to the effective date of the certificate. lR" CFr 2 7H M70L a.i..r.r.+....rm... �w.. _T ._— �ctITW oAOI_a rieur oR Rasd4 F e,a AFSOtti�ct =s eoAi l �a �o rriA I comm Woo Pursuant to the authority vested its the Air Resources Board by Sections 43013, 43018.43101, 43102, 43104 and 43105 of the Health and Safety Code; and Pursuant to the autho* vested in the undersigned by Sections 39515 and 39516 of the FIeaIUi and Safety Code and Exewtive Order G-02 -003; R IS ORDERED AND RESOLVED: That the fotlawing compressiorrtgnitlon engines and emission control system produced by the manufacturer are certified as described below for use in off -food equipment. Production engines Shag be in all materiel respecxs the samQ as those for which certification is granted. The engine models and codes are attached. The %Vowing are the exhaust certification standards (STD) and eertiflcatbn Wmis (CERT) for hydrocarbon (HC). oxides of nkrogen (NOx). or non - methane hydrocarbon plus oxides of ndrvgen (NMHC +NO4 arbor~ monoxide (CO), and particulate matter (PM) in grams per klowatt hour (gIkW4wj and the opacity- of -rnoke n sW lords and certification levels in percent (%) during acceleration (Aocel), lugging (Lua and the peak vakrs from o0w (node (Peak) for Iles angine famity (Tide 13, California Code of Regulations. (13 CCR) Section 2423): RA POWER AMLY p01MAT W N-m USEFUL L FE (fioucsf HC fiR�LTYPE CO PH M2OO4 �=VPXL12.11ACB 12_1 Diesel 8000 SPECIAL FEATURES i EMSSM CONTROL SYSTEMS TYPICAL. EQUIPMENT APPLICATION Direct Diesel heron, 7ubocAarger. Charge Air Cooler. Correrator Set Ekx*oNC Control (Nodule, Smoke Putt Limiter The engine models and codes are attached. The %Vowing are the exhaust certification standards (STD) and eertiflcatbn Wmis (CERT) for hydrocarbon (HC). oxides of nkrogen (NOx). or non - methane hydrocarbon plus oxides of ndrvgen (NMHC +NO4 arbor~ monoxide (CO), and particulate matter (PM) in grams per klowatt hour (gIkW4wj and the opacity- of -rnoke n sW lords and certification levels in percent (%) during acceleration (Aocel), lugging (Lua and the peak vakrs from o0w (node (Peak) for Iles angine famity (Tide 13, California Code of Regulations. (13 CCR) Section 2423): RA POWER STANDARD p01MAT W N-m OPACKY tXf HC KCA rO1HCrL1O: CO PH AtxEL Lw- PEAK CLAM 225= tWc450 CATEGORY TW2 WA MIA 6A 3.5 020 WA WA WA rRT 5.8 0.7 0.15 SE fT Fu THER RESOLVED: That for the fisted engine models. the manufacturer hm submitted ttie inftKmBdon and rr>ederials to daTmstraha certT"Wn compliance with 13 CCR Section 2424 (amlesriorn control tabelsL and 13 CCR Secdom 2425 and 2426 (eme.0on control system warranty). Engines certified under his Executive Order rtu r t nfOrrrn ZID all applicable CeGforrtia efni9S10R regulations. ; This Executive Order is only granted to the angirw family and model -year listed above_ Engines In this fondly that are produced for any other model -year are not covered by tints Eimcutive Order. Executed at El Monte, California on this J g--k day of February 2004. &.0- �-� L-� C-a- Allen Lyons, Chief Mobile Source Operations Division 4 — r iL Y E O I1. 3 O C W 8 i O v. Q F- c m O > X a M W �Z�gZ s � m a C7 L U[ ee qs e� 3 ~E � s �a d� x 1w i LL �y m Ea6, t oiaviic. SvwstM1- rvvgo ft g I m El s � r ^ � r F I J o r .. W � i rW 0 R' Ll 3 0 on awe I I I I out ------ -[f►�l I e 1 I I I (tsl art 0 1 I L 1 Iasi r b 4 a 1 a s Q� X s yS� � Z b 3 v C � I, J D { U U W � 4 3 a EXISTING ENGINE PERMIT FEB 23 2005 9:07AM SAN ELIJO JPA NO 299 P 2/3 CousTY or ZZXI DIEGO, AIR PoLL=X0x CONTROL DISTRICT CONTROL 90. 9150 CMSAPEAKF DRIVE, SAW DIEGO, CA 92123 - -1096 CERTIFICAI"S 241244 (858 ?650 -4700 irAX(858 ?650 -4659 �IREs APRIL 1, CER'T'IFICATE OF REGISTRATION ,HIS CERTIFICATE IS NOT VALID UNTIL REQUIRED FEES ARE RECEIV= BY TIM DISTRICT - THS pC NG IS HERESY GWANTED A CERTIFICATE OF REGISTRATION FOR THE ART,=,IQAC�,R4IIZ T OR Iglp g DESCRIB3V BEL00". THIS CS�FICATE IS NOT TRANS�LE TO A MW OMM NOR IS IT VALID FOR Op RATIOS or TM EQUIPMM4T AT ANOTHER LOCATION, EXCEPT AS 3P$CIFnM- THI9 CHRrM(:XTE OR A COPY MUST BE POSl"ED Cav OR WITHIN 35 FEET OF TSE E=PMENT, OR RMWILY AVAILABtS C9 THE OPERATING PREMSW- SAN ELIJO WATER �RECLAMATION AUTHORITY MASTERS GARY PO BOIL 1077 CARDIFF By THE SEA CA 92007 -7077 2005 R1 RRXRg AMRBSS SAN ELIjO po=RE A17MORITY (MOONLI 3O1 TSXRD ST ENCTNITA.S CA 92024 -0000 lgMg W DESCRIPTION EMERGEDICY ffinnMt COMMMS, MODEL MT 885C2, DIESEL FIRED, 241 BHP, MIGIHE NO. 43103156, SIN 55496, DRIVING A 180 -K4 KATOLIG,BT ELECTRIC CMMRh=, S/K 93190 A- 34842. (977660 ALC 04/02) Sectox#:14 ID #:08597A PO #:977840 BEC #:10929 Fee Schedules_ 34wol T PPRSON WHO OWM OR OPERATES THIS EQUI8I4ENT IS RBQTll?37 TO COMPLY WITH THE- COMMITXONS LISTED BELOW AND ALL APPLICABLE RNOUIREMN'8 -AND DISTRICT ROLES, INCLUDING BUT NOT LIMITED TO RULES 2, 12/12.1, A0, 50, 51, 67.1"7,-12, 62.. FAILURE x0 OPERATE IN COMP3,2ANCE IS A MI9DEMgA10OR gC)E.TSCT TO C AL® mmul m PIMLTZES. 1. THE Mqr, TE SHALL BE OPERATED ONLY DURING EMERGENCY SITUATIONS AND FOR NOT MOORS THA16 52 HOMi S PER CALEMAR YEAR FOR. N q- M4ERGMWC'Y PURPOSES 2 . _VISIBLE EMISSIONS IbTCIUDI23C� CRANK CASE SMOIZE $HALL CWpLy WITH RULE 50 - 3.. Ra 51- PUBLIC NUISANCE. EQUIpM$NT SHALL NOT CAUSE OR CONTRIBUTE TD PMLIC NUISANCE. 4. DIESEL SN(�II1ES SHALT, USE ONLY CALIFORNIA VEHT=jZ R DIESEL FUEL. GASEOUS FUEL ENGINES SHALL USE ONLY GASEOUS FUEL WHICH c:ONTAIWS NO MORE! 10 GRAINS GI SUI,SHA COMPOt7NDS, CALCULATED AS HYD1ROGM SULFIDE, INCLUDE FWT OF DRY GASEOUS FUEL AT STANDARD CQAIDITIONS. GASEOUS B LL]LANE GASOLINE Mk L GAS, PROPANE, LIOXTIFZED PETROLEUM G�iS (LPG), ENGINES SHALL USE ONLY CALIFORNIA REFORMILATED GASOLMS - 5 - p, SM R$SETTABLE ENGINE EOVR METER SHALL BE MAINTAnMD IN GOOD WORIKING ORDER AND USED FOR RECORDING OPERATIXG HOURS, THE DISTRICT'S COMPLIANCE DMSION SHALL BE NOTIFIED PRIOR TO REPLACEMENT OF THE ROM METER. 6 THE OWNER OR OPERATOR SHALL CONDUCT PERIODIC MAINTZNANC]R OF EACH ENGINE 3 Conditions c=td.... FEB 23 2H5 9:07AM SAN ELIJO JPA NO 299 P 3/3 CoUgr'x OF SAN DIEGO, AIR POT.L=rON CO20MOL DXST UCT CONTROL NO. 9150 C3ESAPEAM DRIVE, SAN DIEGO, CA, 92123 -1096 CERTIFICATE 241244 (858) 6SO -6Ta0 FAX(858) 650 -+1659 977860 EXPIRES APRIL 1, 2005 CERTIFICATE OF REGISTRATION A1® ADD -CN CONTROL EQUIPMENT AS RECOMMMMED BY TIM ENG'NE AND C'E OL TIRE g� MANUFACTURERS OR AS SPECLFIED BY ANY OTHER A�NT�N APPROVED IV ADVANCE, IN WRITING, BY THE DISTRICT. T. THE OWNER OR OPERATOR OF TIM ENGINE SHALT, MP THE FOLLOWING RECORDS CALIFORNIA DIWEL FUEL CERTIFICATION, MANUAL OF RECOMMENDED MAINTENANCE ° PROVIDED Hy THE MMUFACTURER, OR 01'1 Z MAINI'E102= PROCEDURES AS APPROVED IN WRITING, IN ADVPNCZ. , BY THE DISTRICT. THESE RECORDS SHALL BE ZEW ON SITR MR AT LEAST THE SAME PERIOD OF TIME, AS THE ffi1GINE TO WHICH THE RECM9 APPLY IS LOCATED AT THE SITE, AND SHALL BR MADE AVAIIA TO THE AID PQLLUTION CONTROL DISTRICT UPCV REQ7399T. B. TIM OHMM OR OPERATOR OF THIS ENGINE SEMLL MAINTAIN AN OPERATING LOG COUrAlUnIG, AT A MINIMUM, TEE FOLLOWING: DATES AND TIMES OF ENGINE OPERA - TICK, DMICAT:ESO WHETHER THE OPERATION WAS FOR NON- BMSRGWCY PURPOSES OR D AN MORGSNCY SITUATION AND THE NATURE OF THE ICY, IY+ AVAILABLE (THESE RECORDS ARE NOT REQUIRED IF THS TOTAL WGIVE OPERATIC!: FOR ANY P[]RP )SE, INCLt ZN(; EMERGENCY SYTti7ATION, DO NOT 52 HODRB = A CALJW- DM YEAR) ; TOTAL CQMUf,ATIVS HOURS OF OPERATION PER CALEP7DAR YEAR; BASED ON A T READ32M OF ENG374E HOUR OR om, r= M TER; RECORDS OR PERIODIC MAIA7I'B- NZTC$ INCLUDING DA `' MAINTENANCE WAS PERFORMED. g. ALL OPERATIOML AMID MAINTENANCE LOGS REQUn= BY THIS PERM= SHALT. BE 109PT A MZr1I m OF 3 YEARS UTILESS OTHERWISE nMICATED SY THE CONDITIONS OF THIS PERMIT, AMID THESE RECORDS SHALL B8 MADE AVAILABLE TO TEE AIR POLLUTION CONTROL DISTRICT U80N "QUEST- 10. ACICBSS, FACILITIES, UTI%JTIRS AND A,NY NECESSARY SAFETY SQUIPME T.T FOR SOEMCE TESTING AND INSP'ECT70N SHALL BE P'ROVSnFD u-pog PMIIEST OF THE AIR POLLUTION CONTROL DISTRICT. 11. THIS T RELILME THE HOLDER FROM 0 TAICNTNCGBPEYSRMITSS OROAUTHORI�ONS �RBQUIRED &Y OTHER GOVEplaM 'xAL AIGENCIES., 12. TEE PERMITTES SHALL, UPON DETF.PMIMTION OF APPLICABILITY AND WRITTEN NOTIFICATION BY TEE DISTRICT, COMPLY WITH ALL APPLICABLE REQUIREMENTS OF TEE AIR TOXICS 'HOT SPOT'S' TWFORMATION AND ASSESSMENT ACT (CALIFOPIM HEALTH AND SAFETY CODE SECTION 44300 ET. SE4.) 2 a March 4, 2005 Mr. John Annicchiarico Air Pollution Control Engineer Toxics Engineering Section San Diego Air Pollution Control District 9150 Chesapeake Drive San Diego, CA 92123 -1095 RE: Permit Application Moonlight Beach Pump Station -301 Third Street, Encinitas, CA 92024 Dear Mr. Annicchiarico: As a follow -up to your conversation with Donald King (DHK Engineers, Inc.), the San Elijo Joint Powers Authority submits a permit application package and associated fee for the Odor Control equipment located at the Moonlight Beach Pump Station located at 310 Third Street, Encinitas, CA 92024 The following are provided: 1. Application Forms (116. doc) 2. Form Rule 1200 Toxic Evaluation 3. Fee estimate worksheets 4. Check for the estimated fee $ 2,907 5. Facility Site Plan 6. Schematic Flow Diagrams for Odor Control 7. Design Criteria Summary Odor Control 8. Manufacturer's Data (US Filter) Any questions regarding the contents of the permit package please contact me at (760) 747 -9553. Very truly yours, Donald King ' Project Manager Enclosure: Permit plication Cc: Mike Thornto San Elijo JPA Matt Tebbetts, Kennedy Jenks Consulting Engineers, Inc. DHK ENGINEERS, INC. 1851 Skyhill Place Escondido, CA 92026 SAN DIEGO AIR POLLUTION CONTROL DISTRICT 9150 CHESAPEAKE DR. SUITE 102 SAN DIEGO CA- 92123 -1096 CITY OF ENCINITAS SAN DIEGO AIR POLLUTION 3036 CHECK NO. 505390 INVOICE NUMBER INVOICE DATE PURCHASE NUMBER ACCOUNT NUMBER AMOUNT 2/7/05 02/10/2005 I I 098986 522 - 5220 - 522.42 -30 2,907.00 PLEASE DETACH AND RETAIN THE ATTACHED CHECK IS IN STATEMENT FOR YOUR RECORDS SETTLEMENT OF ITEMS LISTED TOTAL, $ * * *2, 907.00: THIS _. UNION BANK OF CALIFORNIA !' GOVERNMENT SERVICES - SAN 530 B ST. SAN DIEGO, . CA 92101 16- 49/1220 CITY OF ENCINITAS 505 S. Vulcan Ave. Encinitas, CA 92024 -3633 760- 633 -2600 VENDOR NUMBER i DATE CHECK NUMBER NET AMOUNT' 3036 02/16/2005` 505390 ******2 907.00 '%r "PAY THE SUM CITY OF ENCINITAS OF TWO THOUSAND NINE HUNDRED SEVEN AND 00 /100 DOLLARS i /r,✓ %r fi /i;, Ir ",t';,`� /�< /�f.. f %! !Ci rlr!ii!ii Ix, iii; /�r,,i / //; rif /' f f i.' ;, /! ,` /,.r•fl•�. , i PAY ' SAN DIEGO AIR POLLUTION s TO THE CONTROL DISTRICT [, OORDER 9150 CHESAPEAKE DR. / SUITE 102 / ✓ AUTHORIZED SIGNATURE SAN DIEGO CA 92123 -1096 00 50 5 39Du• 1s 1 2 20004961: 2 1 7000 18 290 APCD 16 (Rev. 10/97) SAN DIEGO AIR POLLUTION CONTROL DISTRICT 9150 CHESAPEAKE DRIVE, SAN DIEGO CA 92123 -1096 PHONE (858) 650 -4700 • FAX (858) 650 -4659 PERMIT / REGISTRATION APPLICATION FILING THIS APPLICATION DOES NOT GRANT PERMISSION TO CONSTRUCT OR TO OPERATE EQUIPMENT IMPORTANT REMINDERS: Read instructions on the reverse side of this form prior to completing this application. Please ensure that all of the following are included before you submit the application: ® Appropriate Permit Fee ® Completed Supplemental Form(s) ® Signature on Application REASON FOR SUBMITTAL OF APPLICATION: (check the appropriate item anu enter Appacanon tAr) or rermit to operate trv) numoer it requrrea) 1. ® New Installation 2. ❑ Existing Unpermitted Equipment or Rule 11 Change 3. ❑ Modification of Existing Permitted Equipment 4. ❑ Amendment to Existing Authority to Construct or AP 5. ❑ Change of Equipment Location 6. ❑ Change of Equipment Ownership 7. ❑ Change of Permit Conditions 8. ❑ Change Permit to Operate Status to Inactive 9. ❑ Banking Emissions 10. ❑ Registration of Portable Equipment 11. ❑ Other (Specify) 12. List affected AP/PO #(s): APPLICANT INFORMATION 13. Name of Business (DBA) San Elijo Power Authority (Moonlight Beach Pump Station) 14. Nature of Business Wastewater pump station 15. Does this organization own or operate any other APCD permitted equipment at this or any other adjacent locations in San Diego County? ®Yes ❑No If yes, list assigned location ID's listed on your PO's 977860 / 241244 16. Type of Ownership ❑ Corporation ❑ Partnership ❑ Individual Owner ® Government Agency ❑ Other 17. Name of Legal Owner (if different from DBA) B. Authority to Construct (if different from A) Zip ( 1 FAX ( ) D. BillinE Information (if different from A) EQUIPMENT/PROCESS INFORMATION: Check Type of Equipment: ® Stationary ❑ Portable - Will operation exceed 180 days: ❑ Yes ❑ No 28. Equipment Location Address 301 Third Street City Encinitas Parcel No. 29. State CA Zip 92024 Phone (760) 753 -6203 FAX (760) 753 -6203 30. Site Contact Gary Masters Title Wastewater Treatment Superviso Phone (760) 753 -6203 31. General Description of Equipment/Process Installation of 1000 cftn odor scrubber (cry 1 MGD pump station 32. Application Submitted by ® Owner ❑ Operator ❑ Contractor ❑ Consultant Affiliation I hereby certify that all information provided on this app licat ionPs true and correct. / Date Title 33 34. Print Name 35. Compan y San Elijo Joint Power Authority Phone ( /6U) 1J3 -02UJ APCD USE ONLY AP # ID # Cust. No. Sector: UTM's X Y SIC Receipt # Date Amt Rec'd $ Fee Code Engineering Contact Fee Code AP Fee $ T &M Renewal Fee $ Refund Claim # Date Amt $ Application Generated By NV# NC # Other Date Inspector 10/00 - jfo A. Equipment Owner 18. Name San Elijo Water Reclamation Authority 19. Mailing Address PO Box 1077 20. City Cardiff By The Sea 21. State CA Zip 92077 -7077 22. Phone (760) 753 -6203 FAX (760) 753 -5935 C. Permit to Operate (if different from A) 23. Name 24. Mailing Address 25. City 26. State Zip 27. Phone f ) FAX ( ) B. Authority to Construct (if different from A) Zip ( 1 FAX ( ) D. BillinE Information (if different from A) EQUIPMENT/PROCESS INFORMATION: Check Type of Equipment: ® Stationary ❑ Portable - Will operation exceed 180 days: ❑ Yes ❑ No 28. Equipment Location Address 301 Third Street City Encinitas Parcel No. 29. State CA Zip 92024 Phone (760) 753 -6203 FAX (760) 753 -6203 30. Site Contact Gary Masters Title Wastewater Treatment Superviso Phone (760) 753 -6203 31. General Description of Equipment/Process Installation of 1000 cftn odor scrubber (cry 1 MGD pump station 32. Application Submitted by ® Owner ❑ Operator ❑ Contractor ❑ Consultant Affiliation I hereby certify that all information provided on this app licat ionPs true and correct. / Date Title 33 34. Print Name 35. Compan y San Elijo Joint Power Authority Phone ( /6U) 1J3 -02UJ APCD USE ONLY AP # ID # Cust. No. Sector: UTM's X Y SIC Receipt # Date Amt Rec'd $ Fee Code Engineering Contact Fee Code AP Fee $ T &M Renewal Fee $ Refund Claim # Date Amt $ Application Generated By NV# NC # Other Date Inspector 10/00 - jfo SAN DIEGO AIR POLLUTION CONTROL DISTRICT SUPPLEMENTAL APPLICATION INFORMATION RULE 1200 TOXICS EVALUATION San Diego APCD Use Only Appl. No.: ID No.: (ALL REQUESTED INFORMATION IS IMPORTANT - PLEASE COMPLETE FULLY) 1 FACILITY NAME: Moonlight Beach Pump Station- Odor Control 2 RELEASE POINT DATA (Examples of commonly encountered release points: the tip of an exhaust stack, a 3 roof vent, an open window, an outdoor area or volume) 4 How are the emissions from this device released into the outdoor air? Check One 5 Exhaust Stack or Duct ❑ Unducted Vent ❑ Released Through Windows or Doors 6 ❑ Undirected Emissions ( Anything other than the above categories) 7 If emissions are from a stack or a duct, check off the direction of flow. ® Vertical (Up) 8 ❑ Horizontal ❑ Other (Describe): 9 If there is an obstruction to vertical flow, is the obstruction a: ® Rain Cap 10 ❑ Flapper -Type Valve (Open when there is flow) ❑ Other (Describe): 11 Volume Saarce: If emissions are from a volume source, descri bc haw the omitted gases, vapors, and/or particles 12 get into the air and either the size of the opening (example - 3 ft x 4 ft window) that results in release or the 13 approximate size of the release zone (example - paint spraying, 2' x 2' x 2' bread boxes): 14 15 16 Lateral dimension (ft): Vertical dimension (ft): 17 Please provide the following STACK or RELEASE POINT information (where applicable): 18 19 Parameter Emission Point #1 Emission Point #2 Emission Point #3 Height of release above ground (ft) 11.0 Stack Diameter (ft) 1.0 Exhaust Gas Temperature* (°F) 70 Exhaust Gas Flow (acfm or s) 1,000 Distance to Property Line ( +/- 10 ft) 1 10 * Use "70 °F" or "Ambient" if unknown FACILITY SITE MAP, PLOT PLAN, and RELEASE POINT INFORMATION Please provide a copy of a Thomas Bros. Map showing the location of your facility. 20 Please also provide a facility plot plan showing the location of emission release point(s) at the facility, property 21 lines, and the location (include approximate distance) and dimensions of buildings (estimated height, width, and 22 length) closer than 100 ft from the release point. 23 24 Where is the subject release point located with respect to onsite buildings? Check Any Applicable N On top of a building: Building Height ft Width 15 ft Length 15 ft 25 ❑ On the side of a building: Diameter of Opening ft or Size of Opening ft X ft 26 ® Adjacent to a building: Building Height 14 ft Width 18 ft Length 49 ft 11/00 - ifo 1 of 1 (Rule 1200 Toxic Eval.) SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT APPLICATION FEE ESTIMATE Applicant DBA: San Elijo Joint Powers Authority Fee Schedule: 56B Moonlight Beach Pump Station APCD Engineer: John Annicchiarico Estimate Date: 2/7 /2005 Application: Wastewater pump station > 1 million gallons per dray. A/C FEE EMPLOYEE LABOR HOURLY $1,350 Emissions Fee ACTIVITY UNIT CLASSIFICATION HOURS RATE COST I SUBTOTAL A/C 94c Associate Engineer 10 $135 $1,350 Emissions Fee or 94d Senior Engineer 1 $168 $168 Test 94' Associate Chemist $79 $54D P/O 94c Associate Engineer 5 $135 $675 94.d Senior Engineer 4.5 $168 $84 $2,277 HRA 94c lAssociate Engineer 4 1 $1351 $540 Emissions Fee or 94r lAssociate Meteorologist $79 Test 94' Associate Chemist $79 $54D Testing 94k Senior Chemist Base Fee $94 $ 90 - New or COL MAL App (Non- Refundable) Emissions Fee or 94c Associate Engineer $13 Test 94' Associate Chemist $79 Witness 94m Source Test Technician $64 Fees Expended _— Fixed Fee(s)�__ Renewal Fee (s) Base Fee Processing $ 90 - New or COL MAL App (Non- Refundable) Emissions Fee $90 & Handlin Fee Fee Deposit Base Fee $ 90 - New or COL MAL App (Non- Refundable) Emissions Fee $ 82 - for most equipment forspecific eq., refer to Rule 40r NOTES: (1) To avoid possible processing delays, this document should be submitted with your application forms. (2) Final fee may be more or less than the estimate below. ESTIMATE TOTAL: 1 $2,9171 REV alai _ �Op �y ^srzF; CD AV o �C��A aD Rof� cy l 1 TATT:;.wa RD AV DR _ o " a .. = 2 ANORF" £ GLGJR ST 2 ° r -Conn cja J NI CT r^ lucs'r -T BLUE :1EROii AV cl 5N3 4{ sj F Ogy AVEAN a ; P CT s f f 3 ` LORESC =' p ° :. ..CAPRI RD a- z QUAIL �� 3 < ,rJS y Y 's p4 N � t, l Obi •L^ ��:� r H r\ �! I r�` E GLAUCUS 1 ` T � SUhEICN m 1 V iJ N I Tk -. UPIS« c ST l DR Lt; x ENCINITAS J N i E JASOI; Si _ - LAUREtI RANCH ` o JAS001 a P~ LT I GOLF 1 ST " a CO a COURSE 1 �PF `Si vE GIf'DOUS v G NORl-MOY - OLAMUS n L BRITTANY RD - LEUCADIA G St BEACH D 14 NA 9 51 - BEACD,YS U'•CO '4 - � = o � w ors. ;;r'- .• -j.- a BEACH- NA... .k- 5t1n�1 ?c ¢' FS � 5 ? i? SIDDHIA � N J 1 4 : -CL SE_aEl �7 FUEB;_A oc ST - a _ ST _ e •)S I IM rnn i. Tq �Pyfsh SZ �f` G Z ryy SITT,- r -• r c IDE' 'cZE_ ST v rarx L c;:[00 UMON ST r �� HIL -- r_, ST PAR.., - �' � kf STONE ti yCl �. 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K | � all o MOONLIGHT BEACH PUMP STATION 310 THIRD STREET ENCINITAS, CA 92024 MARCH 2005 PROCESS INFORMATION: Odor Control Equipment: Zaboc Biofilter /Carbon Odor Unit 1000 cfm Pump Station Flow Rates: Current Average Daily Flow (mgd) 1.3 Current Peak Flow (mgd) 2.8 Puma Station Data: Wet well 6' x 48' x8' = 2,300 cubic feet (3) Drywell wastewater pumps @ 60 HP Underground Emergency Overflow Storage Tank 180,000 gallons Emergency Generator Storm Water Run -off Treatment Facility Chemical Storage Tank (9,000 gallons) Wastewater Characteristics: Domestic Commercial 95% 5% Hydrogen Sulfide Characterization: Design Peak H2S Loading (ppm) 50 Average 112S Loading with carbon ventilation 5 Toxic Characteristics: 95% domestic flow provides a very low VOC/Toxic loading Biofilter /Carbon 112S Removal Efficiency: 112S removal (manufacture's grantee) 99% HYDROGEN SULFIDE EMISSION CALCULATIONS: Using the conservative inlet peak (50 ppm) and average (5 -10 ppm), the following estimates are provided: MOST CONSERVATIVE CASE (50 ppm @ 99% removal reduction): PEAK ODOR CASE (50 ppm @ 99% removal) 1000 cfm maximum airflow conditions: Inlet to scrubber peak 1000 cfin x 34 lb mole x 50 ppm x 60 min x 24 hr = 14 # /day H2S 359 lb /ft3 1,000,000 1 hr 1 day Outlet of scrubber: 1000 cfin x 34 lb mole x 0.5 ppm x 60 min x 24 hr = 0.14 # /day 112S 3591b/ft3 1,0003000 1 hr 1 day I� RJ ENVIRONMENTAL PRODUCTS — Floor 13100 GREGG STREET TELEPHONE 858- 486 -8500 A Siemens Business POWAY, CA 92064 FACSIMILE 858 - 486-8501 DESIGN PROPOSAL ZABOCSTm MODEL 7000 BIOLOGICAL ODOR CONTROL SYSTEM FOR THE MOONLIGHT BEACH PUMP STATION ENCINITAS, CALIFORNIA RJE File No. M05 -001 Prepared on February 17, 2005 SALES REPRESENTATIVE MISCO Mr. Scott Perry 27101 Burbank, Suite B Foothill Ranch, CA 92610 Tel: (949) 458 -5555 Fax: (949) 458 -5500 Email sperry@miscowata.com ffspsfifer A Siemens Business TABLE OF CONTENTS Forwarding Letter Section 1: Technical Information and Drawings Section 2: Equipment Specifications Section 3: Product Brochure WF71fer A Siemens Business SECTION 1 TECHNICAL INFORMATION USFilter's ZABOCSrm Biological Odor Control System A_ Design Specifications and Performance Requirements B. Process Description C. Major System Components Sizing D. Major System Features & Advantages Attachments Table l: Design Criteria & Major System Component Sizing Table 2: Utilities Requirements & Operating Costs Figure l: General Arrangement Diagram Figure 2: Isometric View Diagram Figure 3: Process Flow Diagram llSir A Siemens Business A. DESIGN SPECIFICATIONS AND PERFORMANCE REQUIREMENTS B. Model No. ZB -7000 Design Air Flow Rate, acfin 1,000 Inlet H2S Concentration, ppm 50 Minimum H2S Removal Efficiency, %* 99.0 *The minimum H2S removal efficiency is 99.0% or an outlet concentration of 0.1 ppm, whichever is greater. PROCESS DESCRIPTION USFilter's ZABOCSTM system uses proprietary media to first capture odorous compounds, and then remove these compounds from the air stream by natural biological activity. An internal pre- humidifier is provided for treating dry air from process buildings. The water irrigation system provides a liquid film on the media that supports the bacterial growth and provides a medium for mass transfer. In addition the irrigation serves to flush out the byproducts of the biological activity thereby extending media life and maintaining high efficiency odor removal; the bacterial growth does not overgrow or plug the media. The ZABOCS''M system uses a forced draft orientation with the process extraction fan located on the system deck. The fan pulls foul odorous air from the odor source and forces the air through the pre - humidifier and upward through the system media. Water is sprayed over the first stage of media; the water travels countercurrent to the airflow to maximize mass transfer. The airflow rate is adjustable up to the maximum design flow rate; after treatment, the clean air passes out the discharge stack. C. MAJOR SYSTEM COMPONENT SIZING Each ZABOCSTM odor control system consists of the following major components: 1. Premium FRP, multi-stage odor control module 2. Biodagene m media for treatment of inorganic odors (H2S) 3. MIDASTM media for treatment of inorganic and organic odors 4. Biocarb I'M media for treatment of inorganic and organic odors 5. Internal Pre- humidifier 6. Irrigation system 7. Air distribution system 8. Electrical control panel 9. Water control cabinet 10. Nutrient addition system including the nutrient pump 11. Air exhaust fan 12. Interconnecting piping and exhaust stack llSor"Afer A Siemens Business Additional details are included in our equipment specification in section 2. 1. Air Supply Fan: Air Flow Rate 1,000 cfm Upstream Duct Pressure Losses (assumed) 2.0" WC ZABOCS system Pressure Losses 4.0" WC Total Static Pressure 6.0" WC Fan Motor HP 5.0 HP 2. ZABOCST" Odor Control System: The ZABOCS odor control system is manufactured of FRP. All system components are mounted on the vessel and pre- assembled, pre -piped and pre -wired to the greatest extent possible. The unique design minimizes the system footprint while still providing a high ventilation flow rate. The nominal physical dimensions and weight of the system are listed below: System Length 9.5 ft System Width 7.0 ft System Height 7.68 ft System Operating Weight 14,500 lb 3. Electrical Control Panellinstrumentation: The biological odor control system includes a pre -wired electrical control panel, including motor starter, fan speed control and irrigation timer. As a minimum, the electrical control panel will have the following features: • On-Off switch and status light for fan. • Push button switch with status lights for water valve • Timer relay for water valve • VFD for continuously adjustable exhaust fan speed control The system requires 120 VAC 1 -phase and 480 VAC, 3 -phase power. Other voltages/currents and 50 Hertz service may be provided as an option. lJfSir A Siemens Business 4. Water Requirements: The nominal water requirements are 8 gpm at 30 psi. Daily usage is related to the airflow rate, the strength of the odors, air temperature, and relative humidity of the incoming air. 5. Nutrient Addition The ZABOCS system is equipped with a nutrient addition system that provides a controlled dosage of nutrients that is automatically fed to the irrigation water during each irrigation cycle with the help of a nutrient pump. Nutrient requirement is directly related to the airflow rate and the strength of the odors. 6. Media Replacement: The inorganic media used in the ZABOCS system is manufactured under high heat to be extremely resistant to physical abrasion, chemical degradation and compaction; these factors limit the useful life of conventional organic media. The media life will depend on many factors including the concentration and chemical composition of the contaminants, reaction products, dust loading, watering rates, temperature, and humidity. Media replacement is covered under the standard system warranty for one year from the date the system is placed in service; extended media warrantees are available. The estimated media life is five years. While the inorganic media used in the ZABOCS systems was carefully designed to provide durability, superior resistance to acids, and long life compared to conventional organic media, eventually the media will need to be replaced. Convenient access ports are provided to facilitate media removal and replacement. USFilter guarantees media replacement costs for 5 years from the date of purchase. 115pil er A Siemens Business D. SYSTEM FEATURES & ADVANTAGES: 1. Guaranteed Superior Performance - The ZABOCSTM provides high efficiency biological treatment of both organic and inorganic odors, and is backed by USFilter's guaranteed overall 142S removal efficiency of 991/o. 2. Biological Treatment - The ZABOCS system uses ecological friendly biological treatment to remove odors from process air. No hazardous chemical storage is required. 3. High Air Ventilation Rate - The ZABOCS,rm design can handle greater than three times the air ventilation rate of traditional biofilter systems, thus enabling more efficient designs and higher efficiency in terms of cfin/ft2. 4. Compact Design - The attractive packaged system offers a compact low profile footprint to fit easily tight spaces unobtrusively; system dimensions are shown on the drawings. 5. Pre - assembled and Tested - The system is pre - assembled and factory tested to provide highest possible quality control and system reliability, and to ensure low cost and easy installation. 6. Low Maintenance -The ZABOCS"'M odor control system is designed for minimal maintenance and trouble free operation. All system components are easily accessible from the outside. 7. Superior Material of Construction - Each ZABOCSTM odor control module is made from premium FRP for superior strength and corrosion protection. An FRP fan is used to prevent deterioration from corrosive compounds. All piping and internal fittings are corrosion resistant FRP, PVC or polypropylene. TABLE 1: USFILTER'S ZABOCS BIOLOGICAL ODOR CONTROL SYSTEM DESIGN CRITERIA & MAJOR SYSTEM COMPONENTS File No. M05- 001.calc -zb -0208 1. DESIGN CRITERIA RJE Model No. ZB -7000 Air Flow Rate, scfm 1,000 Inlet H2S Concentration, ppm 50 Minimum H2S Removal Efficiency* 99.0% *The minimum H2S removal efficiency will be 99.0% or 0.1 ppm, whichever is greater. 11. SYSTEM PERFORMANCE CALCULATIONS A. Air Supply Fan Air Flow Capacity, scfm 1,000 SP @ Biofilter Inlet, in WC (Assumed) 2.0 Pressure Drop across Biofilter System, in WC 4.0 Total SP, in WC 6.0 Brake HP —4.4 Motor HP 5.0 Motor RPM 3,600 B. Biological Odor Control System Overall Length, ft 9.50 Overall Width, ft 7.00 Overall Height (without Stack), ft 7.68 Biodagene Bed Height, ft 3.0 Biodagene Residence Time, sec 8.8 MIDAS Bed Height, ft. 1.0 MIDAS Residence Time, sec 2.9 Biocarb Bed Height, ft 1.5 Biocarb Residence Time, sec 4.4 Nutrient Reservoir Capacity, gal 25 Nutrient Storage Life, days 36 C. Exhaust Stack Diameter, ft 1.0 Number of Stacks 1 Height above System, ft. 3.0 Overall System Height, ft. 10.68 Exit Velocity, fpm 1,273 D. Controls and Instrumentation Water Control Panel Irrigation Solenoid Flow Monitoring System Control Valves Water Pressure Control Valve Pressure Gauges Electrical Control Panel Fan Controls Water Valve Switches Water Valve Timer Relays TABLE 2: USFILTER'S ZABOCS BIOLOGICAL ODOR CONTROL SYSTEM UTILITIES REQUIREMENTS & OPERATING COSTS UTILITIES REQUIREMENTS A. Water Water Feed, gpm 8.0 Water Feed Cycle Time, min per 1/2 hour 1.8 Total Water Needed per Day, gal 701 B. Nutrients Nutrient Feed, ml /min 3.5 Total Nutrient Needed per Day, gal 0.7 C. Electricity Fan Motor BHP 4.4 D. Biodagene Media Total Media, lbs. 6,738 Media Replacement Frequency, yrs 5.0 Annualized Media Required per Year, lb 1,348 E. MIDAS Carbon Media Total Media, lbs 1,495 Media Replacement Frequency, yrs 5.0 Annulized Media Requied per Year, lbs 290 F. P60 Biocarb Media Total Media, lbs. 2,367 Media Replacement Frequency, yrs 5.0 Annualized Media Required per Year, lb 473 ESTIMATED OPERATING COSTS A. Nutrient Cost per Year $200 B. Electrical Cost per Year, $0.06 /kW -hr $1,734 G. Annualized Media Replacement Cost (all three medias) $2,000 Total Estimated Annual Operating Cost $3,934 tNrivn crria: °�'��r'r °�N'i iv3 A L ID via OC of 0 i T 9 -S 3 vs t07d iv t - tl„B 9H i1N1 9C4X {{- OOBO-1 =GiS \ /Z Z - §\ z 2 / u )(G § \§(/ G } § \� §z� §(z ( §§ ¥( § }§§w _a»Iy�2 I I I 1 I I 1 { �I I I � I I I 1 I I � I I t $ I I I I { #$ p I I $$g 1 s I { I e I 1 I { I I I I ----------------------------------- I I m —L— 00 I EL EL + w I { ° g C> m s t 1 +; 0000 000000 I 00000 0000 00000 00000 ' 0000 I I O O O O 00000 -DOO 0000 00000 VC I 00000 0000 00", 0 g 00000 0000 I t 0000 0 00000 ' — — — — — — — — — — 1 I q { I I I I 8 1 1 I A � I -LL] I I 1 I I s i 1 pi �a MnIfer A Siemens Business SECTION 2 EQUIPMENT SPECIFICATIONS USFilter's ZABOCSTm Biological Odor Control System SECTION 2: ZABOCSTm ODOR CONTROL SYSTEM EQUIPMENT SPECIFICATIONS MODEL ZB -7000 PART 1- GENERAL 1.1 SCOPE A. The work specified herein shall include designing, famishing and installing all equipment and materials necessary to provide the Owner with a completely operational Biological Odor Control System. The system shall be a completely packaged two- stage, biological absorption/adsorption system of UNITARY CONSTRUCTION. The Contractor shall be responsible for providing a complete Odor Control System that shall include, but not be limited to FRP vessel, nozzles, two independent stages of inorganic treatment media, moisture controls, nutrient supply system, air supply fan, ducting, dampers, and all necessary accessories. 1.2 DESCRIPTION A. Multi -Stage Package _System: The Supplier shall furnish and install a complete 'once- through two - stage", pre - piped, wired, and packaged UNITARY CONSTRUCTION odor control system including two integral treatment stages, exhaust fan, valves, fittings, ductwork, and all other equipment and accessories as specified to provide a complete and functioning system. The biological treatment stage shall utilize a granular inorganic media to facilitate absorption and adsorption of odor compounds. The polishing stage shall utilize two types of granular media that shall be specifically designed to adsorb odorous compounds with the ability to support biological degradation of the compounds. The first stage shall operate with an independently controlled irrigation system to maintain optimum wetted conditions to support unique microbial growth for biological destruction of the odorous compounds and removal of toxic metabolites. Systems using any type of organic media and systems using a single inorganic media shall not be acceptable. B. Design Basis The mechanical, structural, process and electrical design has been based on a ZABOCSTm odor control system manufactured by USFilter RJ Environmental Products, Poway, California. C. Specified Manufacturer: USFilter, or approved equal. 1.3 REFERENCE .STANDARDS A. PS 15 -69: National Bureau of standards Voluntary Product Standard "Custom contact molded Reinforced Polyester Chemical Resistant Process Equipment ". B. ASTM D -883: "Definition of Terms Relating to Plastics" C. ASTM D -2583: "Test for Indentation Hardness of Rigid Plastics by Means of Barcol Impressor." D. ASTM D -2563: "Recommended Practice for Classifying Visual Defects in Glass Reinforced Plastic Laminate Parts." E. ASTM D -4097 -82: "Standard Specifications for Contact Molded Glass Fiber Reinforced Thermoset Resin Chemical Resistant Tanks." 2 1.4 QUALITY ASSURANCE A. Manufacturer: The products furnished under this section shall be by a manufacturer who has been regularly engaged in the design and manufacture of the equipment and who has a minimum of 5 years experience in design, fabrication and testing of odor control systems. Demonstrate to the satisfaction of the ENGINEER that the quality is equal to equipment made by those manufacturers specifically named herein. Any manufacturer whose main business is FRP manufacturing shall not be accepted as a supplier of the complete system. B. Inspection and Testing_R_equirements: The ENGINEER reserves the right to reject delivery of any or all pieces of equipment found, upon inspection, to have any or all of the following: blisters, chips, crazing, exposed glass, cracks burned areas, dry spots, foreign matter, surface porosity, sharp discontinuity or entrapped air at the surface of the laminate. Any item that does not satisfy the tolerances as below shall be rejected: C. The Engineer reserves the right to be present at the fabricators facility for visual inspection of equipment to be supplied. D. Upon completion of the installation, each piece of equipment and each system shall be tested for satisfactory operation without excessive noise, vibration, overheating, etc. Compliance shall be based on the equipment manufacturer's specifications and all applicable costs and standards. All equipment must be adjusted and checked for misalignment, clearances, supports, and adherence to safety standards. Inside Surface Outside Surface Defect Blister None Max_ dimensions. 1/4" diameter by 1/8" high; Max density: 1 per Min. separation: 2" apart Chips None Max. dimension of break: 1/4" and thickness no greater than 10% of wall thickness; Max. density: i per s . ft. Crazing None Max. length: 1/2'; Max. density: 5 per s . ft.; Min. separation: 2" Cracks None None Exposed Glass None None Scratches None Max. length: 1 "; Max. depth: 0.010" Burned Areas None None Surface Poro! i None None Foreign Matter None None Sharp Discontinuity None None Fits Max. 1/8 inches, dia. by 1/32 inches ; Max: 10 per fe Max. 1/8" dia. by 1/16" deep; Max: 10 per s . ft. Dry Spot None 2 s . in pier s . ft. Entrapped Air None at the surface 1/16 inches and lfl er square in. max 1/8" and 4 per sq. in. or 1/16" and 10 per s . in. within laminate C. The Engineer reserves the right to be present at the fabricators facility for visual inspection of equipment to be supplied. D. Upon completion of the installation, each piece of equipment and each system shall be tested for satisfactory operation without excessive noise, vibration, overheating, etc. Compliance shall be based on the equipment manufacturer's specifications and all applicable costs and standards. All equipment must be adjusted and checked for misalignment, clearances, supports, and adherence to safety standards. E. The Contractor shall be responsible for the successful startup and testing of each odor control facility. The Contractor shall provide all necessary facilities, manpower, tools, instrumentation, and laboratory testing services required during this phase of the work. 1.5 SUBMITTALS A. The Contractor shall submit complete Shop Drawings for the System, together with all piping, ductwork, valves, and control for review by the ENGINEER. B. Short Drawings: The Contractor shall submit the following information for approval before equipment is fabricated: 1. Drawings of system showing assemblies, arrangements, piping, electrical, mounting details, equipment outline dimensions, fitting size and location, motor data, operating weights of all equipment and sufficient information to allow the ENGINEER to check clearances, connections, and conformance with the specifications. 2. Materials of construction of all equipment. 3. Manufacturer's catalog data, operating literature. Specifications, performance data, and calibration curves for exhaust fan and auxiliary components. 4. Complete instrumentation, control, logic and power wiring diagrams in sufficient detail to allow installation of the instrumentation, controls, and electrical components. 5. Manuals: Furnish manufacturer's installation, operation and maintenance manuals, bulletins, and spare parts lists. 1.6 MANUFACTURER'S SERVICES A. The system manufacturer's representative shall be present at the job site for the following time period; travel time excluded: 1. Sixteen hours for inspection of the installation and training of Owner's staff in operation of the System. 2. Provide one trip for two days for these tasks. PART2- PRODUCTS 2.1 GENERAL A. The CONTRACTOR shall provide an odor control system specified which shall treat in a single pass the odorous air from the contaminated areas. The system shall be designed for continuous, automatic operation and also be capable of manual operation. Access manways shall be provided to allow access to the internals of the system. The system shall be designed to withstand a temperature up to 120 °F. The multi -stage packaged FRP system shall be of UNITARY CONSTRUCTION, as specified in Section 23. The module and all accessories shall be factory mounted, piped, and wired to the maximum extent possible. The system shall be provided by USFilter, Poway, California, or approved equal. 4 2.2 DESIGN AND PERFORMANCE CRITERIA A. Design and Performance Criteria: 1. Criteria: The system shall be capable of removing foul air at a rate no lower than the rate shown on the following table. 2. Foul air removed from the facility will have an average and peak concentration of hydrogen sulfide (HZS) and design air flow rate as listed in the following table: System I.D. Air Flow Rate, cfrn Inlet HZS Conc. ZB -7000 1,000 50 ppm 3. System Performance: The odor control system shall demonstrate following performance when operating under design flow conditions listed above. INLET OUTLET 1 -10 ppm HZS 0.1 ppm HZS Greater than 10 ppm HZS I% of inlet 4. Maximum Pressure Drop: The pressure drop across the odor control system shall not exceed 60 in. w.c. at the maximum air flow rate specified above. 2.3 MULTI -STAGE FRP PACKAGED BIOLOGICAL ABSORPTION /ADSORPTION SYSTEM: A. General: The gas treatment system shall be a TWO- STAGE, ONCE THROUGH BIOLOGICALLY ACTIVE ODOR REMOVAL SYSTEM OF UNITARY CONSTRUCTION, designed to remove minimum of 99% of HZS vapor in a single pass. The system shall consist of a humidifier, one biological gas conditioning/treatment stage, and one vertical gas polishing stage in series. After humidification, the first stage shall facilitate biological destruction of odor compounds absorbed by the liquid in the system and adsorbed on the inorganic media. The biological section shall include a spray header to distribute liquid evenly over the media. The complete treatment vessel shall be fabricated of premium grade FRP. 1. The air shall enter the vessel through the humidification section. After humidification, the first treatment stage shall contain BiodageneTM media specifically designed to support biological growth for degradation of odor compounds. This stage shall provide absorption of odors from the air stream. The second polishing stage shall contain USFilter's MIDASTM and BiocarbTm medias, which shall provide final removal of odors to the specified level. Standard activated carbon media shall not be acceptable. Overall media depth shall be a minimum of 36 inches of Biodagene, 12 inches of MIDAS and 18 inches for Biocarb. 2. The first stage of media shall be wetted with fresh potable or re -use make-up water. 3. The overall system size, including the fan, controls, and appurtenances shall not exceed the dimensions shown on the contract drawings. Access manways shall be provided to allow access to the system internals. As a minimum, access manways shall be provided between the treatment stages. A portion of the system top shall be removable for access to the top of the second stage. 4. The system shall be included with all piping, valves, and internals. The material of construction of intemais shall be as follows: Packing Media Support. HDPE and FRP Liquid Distributor. PVC Spray Nozzles: PVC Humidifier Nozzles: 316 SS 5. The system shall have all components pre - mounted and piped on the unitary constructed system. The system shall be shipped as a single piece. B. Material of Construction: I. The vessel and accessories shall be contact molded manufactured in accordance with NBS PS 15 -69, ASTM D 4097 for contact molding. Any material of construction other than FRP with premium grade resin will not be allowed. 2. Resin used in the system liner shall be a premium vinyl ester type such as Hetron 922 by Ashland Chemicals, Derakane 411 by Dow Chemical, Vipel FO 10 by AOC, or approved equal. The resin shall be reinforced with an inner veil of a suitable synthetic organic fiber such as Nexus 1 11- 00010. 3. Reinforcement: Glass fiber reinforcement used shall be commercial grade corrosion resistance borosilicate glass. • All glass fiber reinforcement shall be Type C, chemical grade, Type E electrical grade. • Surfacing veil shall be 10 mil Nexus 111 -00010 or equal. Mat shall be Type "E" (electrical grade) glass, 1 1/2 oz. per sq. ft with a nominal fiber length of 1.25 + 0.25 inches, with a silane finish and styrene soluble binder. • Continuous glass roving, used in chopper gun spray -up applications shall be type "E" grade with chrome or silane coupling agent. • Alternate layers of mat and woven roving used for reinforcement, 4. Miscellaneous: • Stainless Steel: Unless otherwise specified, all fasteners, and metal attachments, such as anchors, brackets etc shall be ANSI 316SS. • Gaskets: Unless otherwise specified, all gaskets shall be EPDM. C. Fabrication: 1. General: Fabrication shall be in accordance with NBS PS 15 -69, ASTM D 3299 and ASTM D- 4097. All non molded surfaces shall be coated with resin incorporating paraffin to facilitate a full cure of the surface. All cut edges, bolt holes, secondary bonds shall be sealed with a resin coat prior to the final parafi'inated resin coat. All voids to he filled with a resin paste. 2. Corrosion Liner. The inner surface of all laminates shall be resin rich and reinforced with one NEXUS 111 -00010 with a minimum thickness of 10 mils. The interior corrosion layer shall consist of two layers of 1 1/2 oz. per sq. ft. chopped strand mat If the application is by chopper gun spray up the glass fiber shall be 1/2 to 2 in length. The total corrosion liner thickness shall be a minimum of 100 mils and have a resin to glass ratio of 80/20. All edges of reinforcement to be lapped a minimum of one inch. 3. Structural Laminate: Structural laminates shall consist of alternating layers of 1 -1/2 oz per sq. ft mat or chopped glass and 24 oz per sq. yard woven roving applied to reach a designed thickness. Actual laminate sequences shall be per the laminate tables shown on fabrication drawings. The exterior surface shall be relatively smooth and shall have no glass fibers exposed. The exterior shall be surface coated with gel coat containing ultra violet light inhibitors. 6 D. Accessories: Air inlet, air outlet, spray headers, baffles, media support, drain and all connections shown on the drawings shall be provided by the manufacturer. Tie down lugs shall be integrally molded into the walls of the vessel. All external bolts shall be 316SS and designed for the specified loads. Interior fasteners shall be of corrosion resistant materials such as PVC or FRP. E. Neoprene Pad: A ll4" thick, 60 durometer neoprene rubber sheet must be placed underneath the vessel. 2.4 EXHAUST FAN A. General. Fan shall be centrifugal design manufactured of FRP with a radial blade wheel. The wheel shall be statically and dynamically balanced. The fan inlet shall be slip type and the fan outlet shall have a flanged nozzle. The fan will be provided with a neoprene shaft seal. B. Fan shall be supplied with a TEFC motor with 1.15 service factor suitable for three - phase, 60 Hz, 480 volt service. The fan shall be direct driven. The motor shall be inverter -duty, suitable for use with a VFD. C. Performance. The fan shall be tested and rated in accordance with AMCA and shall bear the AMCA seal. The fan shall be designed for the following specifications: Exhaust Fan Design Requirements, System I.D. ZB -7000 Air Flow Rate, cfm 1,000 S.P. up to System Inlet, in. WC 2.0 Total Pressure Drop, in. WC 6.0 Motor HP 5.0 E. Fan shall be manufactured by New York Blower, Hartzell, or equal. 2.5 INSTRUMENTATION AND SYSTEM CONTROLS A. The electrical control panel shall provide electrical control for the exhaust fan and water addition system. A 120 VAC, 1 -phase power supply and a 480 VAC, 3 -phase power supply shall be supplied to the panel to power the system. B. The control panel enclosure shall be of fiberglass construction and rated NEMA 4X. The panel shall be mounted to the system assembly and factory tested to full operation with all other components prior to shipment. C. The panel shall have the following components or capabilities: 1. Fan switch (ON -OFF). 2. Push -to -test button for water valve. 3. Timer relay for on/off control of water valve. 4. Blower VFD 7 D. The water control cabinet shall be constructed from a NEMA 12 rated FRP cabinet with all internal piping SCH 80 PVC. The panel shall be mounted to the system assembly. The cabinet shall contain the following components: 1. Pressure reducing valve. 2. Nutrient Pump. 3. Irrigation solenoid valve. 4. Valve for pre - humidification 5. Irrigation system pressure gauge. E. Water pressure regulator, solenoid valve, and rotameter shall be provided for control of water application rates. These components shall be mounted in the water control cabinet. 2.6 ACCESSORIES A. Water Flow Control• The direct reading rotameter shall be a variable area type with a Teflon float, EPR "O" rings, and PVC fittings. The rotameter shall be of the same size as the pipe in which it is installed. The rotameter shall have a direct reading scale. B. Water Distribution System. The first media stage shall be equipped with an independent water distribution system. The system shall be designed to irrigate the top of the first media bed with complete and even coverage via spray nozzles. C. Nutrient Addition. A nutrient containment and metering system shall be provided with the system. Nutrients supplied as a coating to the support media shall not be allowed. 2.7 PIPING A. All make -up water and drain piping shall be SCH 80 PVC. The Contractor shall insulate and heat trace all external piping as required by climatic conditions. 2.8 NUTRIENT RESERVOIR A. The Nutrient Reservoir shall be integrated into the system sump. Loose external tanks shall not be allowed. PART 3 - EXECUTION 3.1 SITE AND UTILITIES A. The system shall be located on a foundation as shown on the drawing. The following utilities shall be provided at the site and located as shown on the drawing. Site preparation, utility service, and installation are not provided by the Manufacturer under these specifications. 1. Electrical —120 VAC 1 -phase and 480 VAC, 3 -phase services are required. 2. Water Supply — a 3/4 inch water supply with backflow preventer are required. Water supply must provide for a minimum of 30 psi continuous pressure at 8 GPM and a hardness not to exceed 200 mg/L as calcium carbonate. 3. Drain - a minimum 2 inch P.V.C. gravity drain to sewer with a barometric trap is required 8 3.2 START -UP AND TRAINING A. The services of a factory representative shall be provided as specified in Section 1.6 to insure proper installation and start-up of the system. The Manufacturer shall make any changes to the system that may be necessary to meet the specified performance under inlet conditions as specified. 3.3 OPERATION AND MAINTENANCE MANUALS A. Six manuals shall be submitted prior to final acceptance of the equipment. 3.4 WARRANTY A. Contractor shall warrantee the whole system, both in material and workmanship for a period of one year from the day of beneficial occupancy. This period shall not extend beyond 18 months after delivery of equipment to job site. B. The Manufacturer shall provide a price for media replacement that is valid for 5 years. \\m05- 001.spec- zb- 021705.doc MIMMer A Siemens Business SECTION 3 PRODUCT BROCHURE USFilter's ZABOCST"' Biological Odor Control System Please note that USFilter has updated and expanded the ZABOCS system models and has made design changes that are not reflected in the attached brochure. The up_ dated ZA$pCS systems use the same odor removal process as the previous models. This brochure is included for reference only_ KEY ADVANTAGES • ZERO ACCLIMATION PERIOD, achieving 99% 142S removal immediately upon sunup • THREE TIMES THE AIR VENTILATION RATE compered to comparable sized biofilters • LONG 14IEDIA LIFE with no compaction or media deon • PRP CONSTRUCTION for mwrimmn strength and corronon resistance • COhMACT FOOTPRINT EASY INSTALLATION of prc-asmmbled, skid— mounted 'system • LOW MAINTENANCE THE ZABOCS_ PROCESS The Zero Acclimation Biological Odor Control System (ZABOCS) is an advanced, non - hazardous biological air treatment system which combines gas absorption, gas adsorption and biological oxidation to capture and then eliminate organic and inorganic odors from wastewater process air streams_ The two -stage ZABOCS process uses two unique inorganic media as the support structure for biological activity. In the first stage, an inert inorganic media called "Biodagene'"" is used. Biodagene was developed in Europe by Vivendi Water and has been patented (U.S. Patent 5,858,768) and used extensively as a biofilter media. It is especially well suited for treatment of inorganic odors such as hydrogen sulfide (112S). In the second stage "BioCarb'"" media is used. This is a proprietary carbon -based media, especially formulated by USFilter Westates to support biological growth. BioCarb is effective at treating the wide range of organic and inorganic odors common to wastewater processes. These two unique media work together to first capture, then biologically oxidize the process odors. The ZABOCS systems have been engineered to be very compact, efficient and attractive- Manufactured from premium vinylester fiberglass reinforced plastic (FRP), they come completely factory assembled, loaded with media, and ready for installation. The combination of the special inorganic media and the high quality engineering design enable the ZABOCS system to out perform all other biological odor control systems. There truly is no equal. sgrr €' raxtietg r ZABOCS Models 4000 _ _ _ 5000 _ 5200 5000 :41ax. Air Flaaa¢ Rate v 350 cfin 500 cfm 1,000 cfnr 1,500 cfrn ,Apprcm. Dimen6ons 6'-4" z 5' -4° x 8' -1" 7' 10" x 7-6" s 8' -2" 14'-4„ x 8'4" x 8' -2" 12' -2" s 8' -9" s 9` -0" Marc" of Construction Vinylcster FRI' Vinylester FRI' Vrtylcstec FRP Vinylester FRP falax Co"nection 6" Flange 8" Flange 8" Flange 12" Flange Drain 0,11nection 2" NP"1' 2" NIrl' 2" NVF 2" NPT Pricer Reyuircnsent.. 115VAC, 1 ph, 40 Amp 115VAC, 1 ph, 40 Amp 115VAC, 1 ph, 40 Amp 480VAC, 3 pit, 30 An1p shipping Weight 5,200lbs 7,200lbs 11,400lbs 13,2001bs operatingWciglat 5,500lbs 7,500lbs 12,000t6s 15,SOOlhs a AVAILABLE MODELS e GM hir� =NINE There are four ZABOCS Models available, ranging in capacity from 350 to 1,500 cfm. ZABOCS Models 4000 and 5000 are similar in design, treating up to 350 cfm and 500 cfm, respectively. They are pre-assembled, slid- mounted systems with the exhaust fan located downstream from the media beds. Air is pulled into a bottom plenum chamber and then flows upward through the Biodagene bed and BioCarb bed in series. Automatic irrigation water and nutrient addition are provided from a water control panel. The electrical panel includes a Variable Frequency Drive (VFD) for easy adjustment of the fan speed, and timers to adjust the irrigation and nutrient feed rates to each bed. Convenient access ports are provided for easy maintenance and performance evaluation. The Model 5200 consists of two ZABOCS 5000 media chambers installed on a single steel skid, and sharing an exhaust �B fan, water control panel and electrical control panel. This compact system can treat 1,000 cfm of process air in less space and at significandy lower cost than two Model 5000 units- The Model 4000, 5000, and 5200 ZABOCS systems are ideal for treating warm humid air from remote wells, pumping stations and sewage collection systems. In applications treating dry process air, additional humidification may be added upstream The Model 8000 system is designed to treat up to 1,500 cfm of process air in a single unit_ The model 8000 includes an integral pre - humidifier to saturate the incoming air, and therefore is especially well suited for treating dry process air from buildings. The Model 8000 uses a forced draft orientation with the FRP fan located at the inlet. As an option, the pre - humidifier may be configured as a single stage pre - scrubber to remove ammonia as well as humidify the air stream. —&—i —d m ke d by vnfcrd S— ra— €`®p,raa- g S1"ra.x _d r Wdiue, arc pansrcd by p.- sc,�ed — p—dig m eE U.hi d S-- and be, caun«ies. .pt j& m d—ge she sp-iti -d m rcF.-d m es ds Ivsrximc r a7 ®c -iLb.- p,o, — CS- 7AB -Btt -0302 Standard Options The following standard options are available on the 7.ABOCS systems: • Freeze protection for outdoor application in cold climates • Pre- treatment for ammonia (Model 8000 only) • Continuous monitoring for H2S • Portable biofilter test instruments for air flow, relative humidity, air and bed temperatures, H2S and CO2 • Lease /purchase agreement Other Odor Control Options USFilter offers the most comprehensive selection of odor control technologies available, including a full range of wet chemical scrubber systems, activated carbon adsorption systems, liquid phase treatment products, and monitoring, operating and maintenance services. The LO /PRO °(shown in photo) and PolyStage'" Odor Control Systems are the most advanced wet scrubber odor control systems on the market. USFilter is setting the standard for reliable and effective odor control technologies. Our experience, repu- tation, products and service are unequalled in the indus" For more information please contact: UK - = =° RJ Environmental Products 13100 Gregg Street Poway, CA 92064 858.486.8500 phone 858.486.8501 fax www.usfifter.com website P.mds_ -os-,s Eastern U.S. TeL• 941.355.2971 02" LLW11— KEY ADVANTAGES • ZERO ACCLIMATION PERIOD, achieving 99% 142S removal immediately upon startup • THREE TIMES THE AIR VENTTLATTON RATE ,compared to comparable sized Ut3filters • LONG MEDIA LIFE with no compaction or media degtndation • FRP CONSTRUCTION for muimum strength and ODEV.=On resistance • COMPACT FOOTPRINT • EASY INSTALLATION of pre- assembled, skid — mounted • LOW MAINTENANCE THE ZABOCS_ PROCESS The Zero Acclimation Biological Odor Control System ( ZABOCS) is an advanced, non - hazardous biological air treatment system which combines gas absorption, gas adsorption and biological oxidation to capture and then eliminate organic and inorganic odors from wastewater process air streams. The two -stage ZABOCS process uses two unique inorganic media as the support structure for biological activity. In the first stage, an inert inorganic media called "Biodagene'"" is used. Biodagene was developed in Europe by Vivendi Water and has been patented (U-S. Patent 5,858,768) and used extensively as a biofilter media. It is especially well suited for treatment of inorganic odors such as hydrogen sulfide (HZS). In the second stage "BioCarb'"" media is used. This is a proprietary carbon -based media, especially formulated by USFilter Westates to support biological growth_ BioCarb is effective at treating the wide range of organic and inorganic odors common to wastewater processes. These two unique media work together to first capture, then biologically oxidize the process odors. The ZABOCS systems have been engineered to be very compact, efficient and attractive. Manufactured from premium vinylester fiberglass reinforced plastic (FRP), they come completely factory assembled, loaded with media, and ready for installation. The combination of the special inorganic media and the bigh quality engineering design enable the ZABOCS system to out perform all other biological odor control systems. There truly is no equal. rs- Z.ABOC,S Models 4000 350 cfm 5400 5200 8000 Maz.. Air I'low hats 500 cfm 1,000 cfm 11500 cfxn Ptpg€sra. Dimensions Y ',4[:urzial ft (rnstsnctiun 6%4" x 5' 4" a K' -1" Vinylcster FRP 7' -10" x T -6' x 8' -2" Vinylester FItP 14,-4" x 8'4" i 8' -2" Vinylester FRP 12' -2" x V -9" a 9' -0" Vinylester FRP k Inlet C'nnnet-tion 6" Flange 8" Flange 8" Flange 12" Flange Drain Cann" -tlon Power Requirement 2" NPT I 15NAC 1 ph, 40 Amp 2" NPT 115VAC, 1 ph, 40 Amp 2" NPT 115VAC, I ph, 40 Amp 2" NPT 480VAC, 3 ph, 30 Atop Strippin eight 5,200lbs 7,200lbs 11,400Ibs 13,200Ibs t3perating Weight 5,500 lbs 7,500 Ibs 12,0001bs 15,50011)5 a AVAILABLE MODELS There are four ZABOCS Models available, ranging in capacity from 350 to 1,500 cfm. ZABOCS Models 4000 and 5000 are similar in design, treating up to 350 cfm and 500 cfm, respectively. They are pre - assembled, skid - mounted systems with the exhaust fan located downstream from the media beds. Air is pulled into a bottom plenum chamber and then flows upward Q. through the Biodagene bed and BioCarb bed in series. Automatic irrigation water and nutrient addition are provided from a water control panel. The electrical panel includes a Variable Frequency Drive (VFD) for easy adjustment of the fan speed, and timers to adjust the irrigation and nutrient feed rates to each bed. Convenient access ports are provided for easy maintenance and performance evaluation. Mode180Q0 " 1114 \\ M-11 The Model 5200 consists of two ZABOCS 5000 media chambers installed on a single steel skid, and sharing an exhaust tB fan, water control panel and electrical control panel. This compact system can treat 1,000 cfin of process air in less space and at significantly lower cost than two Model 5000 units. The Model 4000, 5000, and 5200 ZABOCS systems are ideal for treating warm humid air from remote wells, pumping stations and sewage collection systems. In applications treating dry process air, additional humidification may be added upstream The Model 8000 system is designed to treat up to 1,500 cfm of process air in a single unit The model 8000 includes an integral pr humidifier to saturate the incoming air, and therefore is especially well suited for treating dry process air from buildings. I The Model 8000 uses a forced draft orientation with the FRP fan +� located at the inlet_ As an option, the pre - humidifier may be configured as a single stage pre - scrubber- to remove ammonia as well as humidify the air stream. �: CDItTRIX PANEL ?_,U__ daa-cwed —d marks d by V.h d S.— Filmy C axieu (USFJ ) sad i. ilGlis are I..—.d by pa .-d m P=jmg a the U. and snmc and ocher couneriev. rrgas ones. dr'j& m change the sP afi_mns mfeccd m w dm Cimxruc s mr ni .khs prior -.6- CS- ZAB-BR -0302 Standard Options The following standard options are available on the ZABOCS systems: • Freeze protection for outdoor application in cold climates • Pre - treatment for ammonia (Model 8000 only) • Continuous monitoring for H2S Portable biofilter test instruments for air flow, relative humidity, air and bed temperatures, H2S and CO2 • Lease /purchase agreement Other Odor Control Options USFilter offers the most comprehensive selection of odor control technologies available, including a full range of wet chemical scrubber systems, activated carbon adsorption systems, liquid phase treatment products, and monitoring, operating and maintenance services. The LO /PRO °(shown in photo) and PolyStage°— Odor Control Systems are the most advanced wet scrubber odor control "ems on the mad --t_ USFilter is setting the standard for reliable and effective odor control technologies. Our experience, repu- tation, products and service are unequalled in the industry. For more information please contact: I/MV - - - - Rj Environmental Products 13100 Gregg Street Poway, CA 92064 858.486.8500 pivne 858.486.8501 fax www.usfilter.com website Eastern U.S. Tel: 941.355.2971 0 20€72 u4F &a TRANSMITTAL To Description/ Remarks Project: Moonlight Beach Pump Station Number 1 of pages: Date: I 14 April 2005 Time: 12:11 PM Mr. Matt Tebbetts Phone: 858/676 -3620 Kennedy Jenks Consultants Fax: 858/676 -3625 16855 W. Bernardo Drive San Diego, CA 92127 Response to 902. Review Comments Encinitas Fire Department 1. See note in updated Sheet General Notes on Sheet Al. 2. See note in updated Sheet General Notes on Sheet Al. 3. See note in updated Sheet General Notes on Sheet Al. Esgil Corporation 4. Architectural plans will be stamped and signed by Manuel Oncina, a California licensed architect. 5. Door Schedule on Sheet A5 will be updated to show door #004. 6. Note "All exits are to be operable from inside without the use of a key or special knowledge." Will appear on updatd Sheet Al, Sheet General Notes. 7. See CBC Section 1003.3.3.1 "Exception: Stairs or ladders used only to attend equipment or window wells are exempt from the requirements of this section." This is a pump station facility. The stairs will be used only to attend equipment. The SDG &E room contains only equipment (to be attended) as well. 8. See response to Comment 7. 9. See response to Comment 7. 10. See response to Comment 7. 11. See updated Sheet A2: Sheet General Notes for roof classification. 12a. This is not a Public Building. No guidelines exist in CBC Chapter 11B, Division 1 (Section 1112B) for Group `S' Occupancies. Therefore, this building does not appear to be required to be accessible. 12b. This building does not appear to be required by CBC standards to be accessible to persons with disabilities. 12c. See response to Comment 12a,b. 13a. See response to Comment 12a,b. 13b. See response to Comment 12a,b. 13c. See response to Comment 12a,b. 14. See response to Comment 12a,b. 15. See response to Comment 12a,b. 16. See response to Comment 12a,b. 17. 18. 19. 20. 21a. 21b. MANUEL ONCINA ARCHITECTS, INC. ARCHITECTURE PLANNING INTERIORS 5711 La Jolla Boulevard, La Jolla, CA 92037 TEL 858/459 -1221 FAX 858/459 -1214 21c. 21d. 22. 23a. 23b. 24a. 24b. 24c. 24d. 24e. 25. 26. 27a. 27b. 28a. 28b. 29a. 29b. 29c. 30a. 30b. 30c. 30d. 30e. 30f. 31a. 31b. Door schedule and floor plan will be updated to show Door #004 as 2' -8" wide. Restroom is unisex. Restroom is unisex. See response to Comment 12a,b. Dudek & Associates, Inc. 17. MCA version of spec section 05500: Metal Fabrications will be used. 19. This door will remain steel, but has been revised to a four part door per Esgil suggestion. See updated spec section and sheets A3, A4, and A5 as well as the updated Door Schedule for new information. 20. See updated spec section 9900: Paints and Coatings for updated schedule and surface information. ' FOR YOUR INFORMATION ❑ AS REQUESTED ❑ FOR YOUR USE • RETURN • SUBMIT • REVIEW & COMMENT By I Patrick Banning Copies file Kennedy /Jenks Consultants 18 April 2005 Memorandum To: Kipp Hefner From: Matt Tebbetts Subject: Ciivl /Mechanical Response to Design Review Comments Moonlight Beach Pump Station 0487115 *00 1. Encinitas Fire Department No civil /mechanical responses necessary for Encinitas Fire Department comments. 2. Esgil Corp. Comments 2.1 Plumbing and Mechanical Corrections 1. Each sheet of the plans will be signed by the person responsible for their preparation. 2. Note will be added to the Title Sheet. 3. Regarding providing data on hazardous waste to be stored at the site, it is not anticipated that hazardous waste will be stored at the site. 4. Regarding showing the size and location of the water meter and site water lines, these have been called out on Sheet C -2. 5. With regards to providing complete water line sizing calculations, this is not normally provided for installation of a sink. 6. With regards to providing complete drain, waste and vent plans, the drains are shown on Sheet M -5 and M -6. The vent lines are included on the architectural drawings. 11. Regarding protection for water supply inlets to tanks, vets, sumps, swimming pools and other receptors, there are no water supply connections to any such receptors. 12. Regarding identification of potable and non - potable water systems, each system will be clearly identified as defined in the specifications (Section 10400 — Identifying Devices), which follows UPC, Section 601.2. plencinitas, citylcorrespondencelcomment responseslcivil_mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 2 3. City of Encinitas Comments 3.1 Comments Made on Drawings G1 Regarding the need for hydraulic calculations, system head curve and pump curve calculations and graphs are attached. Regarding the need for surge analysis calculations, these are discussed in the report written by Flow Science, titled Moonlight Beach Pump Station Pressure Surge Analysis, January 6, 2005. Regarding the need to include improvements to the UV treatment facility in these plans, Sheet M11 has been generated, showing the improvements needed to be made to the UV treatment facility. With regard to the requested title block changes, the title block has been corrected on all drawings. G3 With regards to mentioning the Groundwater Analysis Report, reference to this report has been added to Specification 01140. Edits have been made to the Construction Notes. D1 Force main designation has been changed from "W" to "FM" D4 With regards to specifying how openings will be sealed, a note has been added to refer to Sheet S13 for details. D5 With regards to specifying how openings will be sealed, a note has been added to refer to Sheet S13 for details. D6 With regards to specifying how openings will be sealed, a note has been added to refer to Sheet S13 for details. Regarding referencing a structural detail for sealing the air intake /exhaust structure, this opening is not going to be sealed, so the reference to sealing this opening has been removed. The opening will be filled with sand and abandoned in- place. Viewport has been adjusted on Section C so that text can be viewed. C2 Regarding the pedestrian ramp on the corner of B Street and Third Street, one has been added. pAencinitas, citftorrespondencelcomment responsWcivil_mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 3 Regarding new curb, gutter and sidewalk along B Street, these have been added along with elevations. Regarding the driveway detail, a note has been added to refer to San Diego Regional Standard Details. Regarding calling out new paving, paving designations have been added to this sheet. C3 Force main designation has been changed from "W" to "FM ". C4 Regarding the Asphalt Concrete Paving Detail, a note has been added to use Type III C2- AR4000 asphalt concrete. Regarding the Typical Trench Section For Pipes Under 24" Diameter detail, this is Kennedy /Jenks standard detail for backfill of a pipe trench. Trench calls for thicker base and asphalt to protect the pipe. With regards to the French drains in the vaults, this detail has been modified to provide a drain that will tie into the 4 -inch drain line from the Runoff Treatment Facility, which drains to the junction manhole that feeds into the wet well. Notes have been corrected on Typical Vault /Manhole Installation Detail. M1 Regarding placing a single grinder inside the wet well as oppose to using in -line grinders on the suction pipe to each sewage pump, this concept was evaluated, however the in -line grinders were chosen for constructability reasons and ease of access for maintenance. Also, grinder in the wet well would not be able to handle solids in the 14 -inch return line from the emergency storage basin. Regarding calling out pipe type, a pipe schedule has been generated and added to sheet G4. Regarding the detail for the ladder, a note has been added to refer to structural drawings for detail. Regarding the elevation of the overflow pipe and Tideflex valve, an invert elevation has been added. M2 Regarding the valve shown on the force main, this is an existing valve (according to the as -built drawings), however a note has been added to have the contractor field verify location of valve. Regarding the invert elevations along the force main, these elevations have been added to the drawing. p1encinitas, citykorrespondencelcomment responseslcivil_ mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 4 Regarding calling out pipe type, a pipe schedule has been generated and added to sheet G4. M3 Regarding calling out pipe type, a pipe schedule has been generated and added to sheet G4. Regarding water meter size, a note has been added for contractor to verify location and size of existing water system. A 2 -inch water meter and line is necessary for this site. Regarding the reference to specification 15050 in the Notes, this section has been included in the specifications. With regard to the requested title block changes, the title block has been corrected on all drawings. M5 Elevations have been added to Section C. M6 Regarding calling out pipe type, a pipe schedule has been generated and added to sheet G4. Regarding drainage trench inside of Emergency Storage Basin, trench has been edited to match structural drawings. M7 Regarding the valve box needed to access the sluice gate operator, a valve box with lid has been added. Regarding calling out pipe type, a pipe schedule has been generated and added to sheet G4. Sluice gate has been called out. With regard to the requested title block changes, the title block has been corrected on all drawings. M8 Regarding Section H, a note has been added to refer to Typical Pipe Penetration Detail on Sheet M8. 3.2 Comments Made on Specification Sections Generally, regarding references to other sections, Footers and Formatting, these issues have been corrected as commented on in most sections, to reflect the correct references and desired specifications, and to provide 'a consistent format for the specifications. pAencinitas, citftorrespondencelcomment responsesUvil_mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 5 Regarding the comments on Section 05100, the section has been modified to reflect that all high strength bolting shall be done with Class A surfaces., Regarding the questions on Section 07136 as to weather the products specified were up to date; the section has been updated to include current product lines. 4. Response to Dudek and Assoc. Comments 4.1 Numbered Comments Regarding Drawings With regards to how construction is intended to be phased to allow the pump station to continue pumping throughout the construction period, a Suggested Sequence of Work has been included in the Standard Specifications (Section B — Special Provisions, 2 -6.1). Regarding placing temporary submersible pumps in the emergency storage basin to provide bypass pumping capacity, it has been assumed that trailer mounted pumps will be used for this application. A suction line from the trailer mounted pump can be placed in the existing manhole (in the driveway), the emergency storage basin, or the wet well to bypass the pump station. The discharge line would connect to the emergency bypass pumping connection vault. 2. Regarding using a legend to callout equipment or features on the drawings, we don't think this will greatly enhance clarity on the drawings. Therefore, we recommend not changing the callouts on the drawings. plencinitas, cit&orrespondencelcomment responseslcivil_mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 6 3. Regarding spelling errors and form at/presentation issues, these have been corrected. 5. Regarding the lines and symbols that are not clearly defined on the Site Plans, these items have been labeled on the drawings. Regarding using a summary table to show the coordinates, a table has been generated to make the drawings more readable. 6. Regarding the concrete pad for the engine generator, the concrete pad was not shown on the 90 % Submittal. This was the outline of the sound enclosure for the generator. The concrete pad has now been added to the drawings. 7. Regarding the Keystone Block Wall, this layer was turned off when the file was printed. The wall is now shown on the drawings, however, the planter wall is no longer a Keystone Block Wall, it is a poured in place concrete wall. 8. Regarding the Grading and Paving Plan not clearly indicating new topography from existing topography, the grade inside of the block wall doesn't drop more than one foot across the site, thus no contours are shown. In addition, outside of the walled site, the grade will be put back to the existing elevation prior to construction. New contours have been added around the walled planters and the new sidewalk. Sheet C1 and C2 have been combined into one drawing (Sheet C1). 9. Regarding the additional callouts to identify features on the Yard Piping Plan, these features have been called out. 10. Regarding the Run -Off Treatment Facility, this facility is to remain protected in place during construction. A note has been added to the Demolition drawing (Sheet D1). 11. Regarding the geotechnical engineer providing recommendations for the asphalt paving cross section, Leighton Consulting, Inc. will be consulted on this issue. 12. With regards to the French drains in the vaults, this detail (Sheet C4) has been modified to provide a drain that will tie into the 4 -inch drain line from the Runoff Treatment Facility, which drains to the junction manhole that feeds into the wet well. 18. Regarding placing a single grinder inside the wet well as oppose to using in -line grinders on the suction pipe to each sewage pump, this concept was evaluated, however the in -line grinders were chosen for constructability reasons and ease of access for maintenance. Also, grinder in the wet well would not be able to handle solids in the 14 -inch return line from the emergency storage basin. p1encinitas, citylcorrespondencelcomment responseslcivil_ mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 7 No NPSHA problems due to the in -line grinders are anticipated. The NPSHA and NPSHR were taken into account when choosing the correct pump for this project. See attached system head curve and pump curve calculations. 19. Regarding the draining of the Emergency Storage Basin, generally pump #3 will be manually operated to empty the basin, however, the basin could also be emptied into the wet well by opening the 16 -inch plug valve and utilizing one of the other two pumps manually to pump the basin empty. 20. Regarding the pipe penetrations through the wet well wall, details have been generator for these penetrations. This new suction piping arrangement is to help with the grit problem that currently exists in the wet well. 21. With regards to using a suction header between the wet well and the pumps, this alternate concept will not work because of the in -line grinders. There is not enough space. Plus, because the 14 -inch return line will also connect to the wet well, all three pumps will be capable of emptying the emergency storage basin. 22. Regarding the portable pump configuration, please refer to response to Comment #1 above. 23. Regarding balancing the air for the odor control system, each of the odorous air lines supplying the odor control system contains a damper that can manually be adjusted to control (balance) the air flow in each vent line. 24. Regarding defining the odor control system on the drawings and in the specifications, a technical specification has been included. 25. Regarding the pressure transmitter located on the discharge header, this transmitter (PIT -151) has been deleted. Regarding pressure transmitters not being addressed in the specifications, these have been added to the specifications. 26. Regarding providing "makeup" within the vertical riser from each pump discharge, a reducing flange and spool piece have been added to these piping runs (replacing a reducer) in order to provide fitting makeup. 27. Regarding eccentric reducers typically having their flat side on top, the reducers being referred to in this comment are part of the in -line grinder unit. They way they are shown on the drawing are the correct way to install the grinders. 28. Regarding the Motor Room floor drains being routed to the wet well, these have been changed to be routed to the Pump Room sump. However, the drain from the plencinitas, citylcorrespondencelcomment responsestivil_mechanical response to design review comments. doc; Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 8 bathroom will still need to be routed to the wet well. A p -trap is used on the drain to prevent an odorous air pathway. 29. With regards to thrust restraint on all piping systems, joint and thrust restraint has been addressed in the specifications (Section 15050). 30. Regarding the wall penetration detail for DIP shown on Sheet M8, thrust restraints aren't necessary because this 14 -inch return line is a drain /suction pipe, thus it is not under pressure. 31. Regarding the pipe support detail (Type 11) on Sheet M9, this detail has been deleted. 33. Regarding the lack of definition on the drawings, additional call outs have been added to improve clarity on the drawings. 4.2 Numbered Comments Regarding Specifications 1. 2.', Regarding the Concrete Finishes Specification: Finishes have been more specifically called out on all concrete surfaces, including those to receive waterproofing membranes. Finishes on the Interior of the Emergency Storage Basin are 'being updated based on the city's decision to include or exclude a liner.' 3. Regarding the comment that multiple versions of Specification Section 05500 were included, only one Section 05500 remains and it is properly edited for the project. 4. Regarding the question about the products specified in section 07136, the section has been updated to include current product information. 4.3 Comments made by Dudek Assoc. on the reviewed drawings G1 With regards to using a larger font size on the Location and Vicinity Maps, the font has been adjusted to make more readable. G3 Spelling errors have been corrected. G4 The word "the" has been removed from the General Piping Notes. p:lencinitas, cit&orrespondencelcomment responseslcivil_ mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 9 D1 Encinita Pump Station has been changed to read "Moonlight Beach Pump Station ". Regarding the comment about using a legend to identify each item, a legend is not necessary for a project of this size since there is only one item that is being relocated and almost everything else is being removed. Regarding the Run -Off Treatment Facility, a note as been added to clarify that the treatment facility is to remain protected in -place during construction activities. D2 Regarding depicting the sump as being beneath the discharge header, this will be adjusted to better show that the sump is located beneath the discharge header. "CL 6" was deleted from the 18 -inch DIP callout. Regarding the recommendation that the 18 -inch DIP be replaced with new 18" DIP as part of the project, a portion of the pipe is being replaced with new DIP, except for the section of pipe that penetrates the wall into the wet well. D3 Spelling errors have been corrected. D4 Spelling error has been corrected. D5 Spelling error has been corrected. D6 Spelling error has been corrected. Viewport has been adjusted on Section C so that text can be viewed. Regarding referencing a structural detail for sealing the air intake /exhaust structure, this opening is not going to be sealed, so the reference to sealing this opening has been removed. The opening will be filled with sand and abandoned in- place. Regarding the pipe size on Section B, 12 -inch is correct. The existing plug valve (which is 12 -inch) has a reducing flange to 10 -inch on the upstream side of the valve. C1 All of the existing manholes, power poles, centerlines, stripping, and curbing have been labeled. Regarding engine generator size, this has been adjusted to match dimensions from vendor for an acoustic enclosure. Regarding a summary table for coordinates, a table has been generated listing the coordinates and descriptions of each point. C2 This drawing is being combined with Sheet C1 to make one drawing. plencinitas, citykorrespondencelcomment responseslcivil_ mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 10 Regarding the Grading and Paving Plan not clearly indicating new topography from existing topography, the grade inside of the block wall doesn't drop more than one foot across the site, thus no contours are shown. In addition, outside of the walled site, the grade will be put back to the existing elevation prior to construction. New contours have been added around the walled planters and the new sidewalk. Regarding the Keystone Block Wall, this layer was turned off when the file was printed. The wall is now shown on the drawings, however, the planter wall is no longer a Keystone Block Wall, it is a poured in place concrete wall. C3 All of the meters, existing manholes, power poles, centerlines, stripping, and curbing have been labeled. Regarding the force main being labeled as "W ", this has been corrected and is now labeled as "FM ". Regarding the valve shown on the force main, this is an existing valve (according to the as -built drawings), however a note has been added to have the contractor field verify location of valve. Regarding the 4 -inch drain line from the Run -Off Treatment Facility (ROTF), a note has been added to replace /reroute 4 -inch drain line from ROTF. Regarding the recommendation that the 18 -inch DIP be replaced with new 18" DIP as part of the project, a portion of the pipe is being replaced with new DIP, except for the section of pipe that penetrates the wall into the wet well. Regarding the existing water pipe size and type, a note has been added to have the contractor field verify the size and location of the water line. C4 The word "to" has been deleted from the Bollard Detail notes. Regarding the geotechnical engineer providing recommendations for the asphalt paving cross section, Leighton Consulting, Inc. will be consulted on this issue. With regards to the French drains in the vaults, this detail has been modified to provide a drain that will tie into the 4 -inch drain line from the Runoff Treatment Facility, which drains to the junction manhole that feeds into the wet well. Regarding the Keystone Retaining Wall details, these details have been deleted since the landscaping wall is now going to be a poured in -place concrete wall. A structural detail for the wall has been included on the structural drawings. M1 Regarding depicting the sump as being beneath the discharge header, this will be adjusted to better show that the sump is located beneath the discharge header. pAencinitas, citylcorrespondencelcomment responsesUvil_mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 11 Regarding placing a single grinder inside the wet well as oppose to using in -line grinders on the suction pipe to each sewage pump, this concept was evaluated, however the in -line grinders were chosen for constructability reasons and ease of access for maintenance. Also, grinder in the wet well would not be able to handle solids in the 14 -inch return line from the emergency storage basin. No NPSHA problems due to the in -line grinders are anticipated. The NPSHA and NPSHR were taken into account when choosing the correct pump for this project. See attached system head curve and pump curve calculations. Regarding the draining of the Emergency Storage Basin, generally pump #3 will be manually operated to empty the basin, however, the basin could also be emptied into the wet well by opening the 16 -inch plug valve and utilizing one of the other two pumps manually to pump the basin empty. Regarding the pipe penetrations through the wet well wall, details have been generator for these penetrations. This new suction piping arrangement is to help with the grit problem that currently exists in the wet well. With regards to using a suction header between the wet well and the pumps, this alternate concept will not work because of the in -line grinders. There is not enough space. Plus, because the 14 -inch return line will also connect to the wet well, all three pumps will be capable of emptying the emergency storage basin. Regarding the recommendation that the 18 -inch DIP be replaced with new 18" DIP as part of the project, a portion of the pipe is being replaced with new DIP, except for the section of pipe that penetrates the wall into the wet well. Regarding the miscellaneous hidden lines the penetrate the overflow manhole, these pipes have been removed from this drawings. Regarding the pipe type of the 14 -inch return line, a note has been added that states the pipe is to be DIP. Regarding the 14 -inch return line connection to embedded wall spool, a note has been added to state what type of connection is to be made. M2 Regarding the valve shown on the force main, this is an existing valve (according to the as -built drawings), however a note has been added to have the contractor field verify location of valve. M3 Regarding balancing the air for the odor control system, each of the odorous air lines supplying the odor control system contains a damper that can manually be adjusted to control (balance) the air flow in each vent line. p:lencinitas, citylcorrespondencelcomment responsesUvil_mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 12 Regarding the layout for the portable pump, it has been assumed that trailer mounted pumps will be used for this application. A suction line from the trailer mounted pump can be placed in the existing manhole (in the driveway), the emergency storage basin, or the wet well to bypass the pump station. The discharge line would connect to the emergency bypass pumping connection vault. "and Emergency Storage Basin" has been added to note #6. M4 Regarding the pressure transmitter located on the discharge header, this transmitter (PIT -151) has been deleted. Regarding the piping being in front of the stairway, this has been corrected to more clearly show that the piping is in front of the stairway in this section. The existing air compressor stand in the lower left -hand corner of this drawing has been deleted. "and Emergency Storage Basin" has been added to note #1. M5 Regarding providing "makeup" within the vertical riser from each pump discharge, a reducing flange and spool piece have been added to these piping runs (replacing a reducer) in order to provide fitting makeup. Regarding the Motor Room floor drains being routed to the wet well, these have been changed to be routed to the Pump Room sump. However, the drain from the bathroom will still need to be routed to the wet well. A p -trap is used on the drain to prevent an odorous air pathway. Regarding the pipe penetrations through the wet well wall, details have been generator for these penetrations. This new suction piping arrangement is to help with the grit problem that currently exists in the wet well. Regarding eccentric reducers typically having their flat side on top, the reducers being referred to in this comment are part of the in -line grinder unit. They way they are shown on the drawing are the correct way to install the grinders. Regarding the steady bearings for the extended pump shaft, the pump manufacturer is being consulted to determine bearing locations and details. M6 Regarding the discharge header being seismically braced, the discharge header is currently braced against the wall (not shown in drawing). With regards to thrust restraint on the discharge header, "and Emergency Storage Basin" has been added to note #5. paencinitas, citylcorrespondencelcomment responseslcivil_ mechanical response to design review comments. doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 13 "Emergency Storage Wetwell" has been changed to "Emergency Storage Basin ". M7 Regarding the small vault or valve cap needed to access the sluice gate operator, a valve cap has been added. Regarding the thrust restraint against the inside of the emergency pump out vault, the flow arrow on the 14 -inch pipe is pointing in the wrong direction, therefore the thrust restraint is shown is the correct location. The flow arrow has been corrected. Regarding the flexible coupling adapter adjacent to the 14 -inch plug valve, this has been removed. With regards to providing support directly beneath the plug valve, a support has been added. Spelling error has been corrected. "and Emergency Storage Basin" has been added to note #1.\ M8 "and Emergency Storage Basin" has been added to Section G, note #1. "Emergency Storage Wetwell" has been changed to "Emergency Storage Basin" in Section H. M9 Text window has been adjusted on Type 10 Support detail. Type 11 Support detail has been deleted. 4.4 Comments made by Dudek Assoc. on the reviewed specifications Generally regarding comments on format and reference errors, references to other sections, Footers and Formatting have been corrected as commented on in most sections, to reflect the correct references and desired specifications. Regarding your comments on Section 01190 that pertain to that section, pleas+ also our response to numbered comment :15 on the specifications. Section 01 meant only to apply to anchorage for contractor supplied and installed equipme where the anchorage is typically supplied by the contractor. The title has been clarified to reflect that. The lanouaae is broad to ensure that the contractor act meets the requirements of the Code in designing the seismic' restraint fo equipment. This section is included to ensure that signed and stamped e calculations are submitted for the anchorage of this equipment, to ensure the pieces of equipment which require seismic restraint are properly rest pAencinitas, citykorrespondencetomment responseslcivil_mechanical response to design review comments.doc Kennedy/Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 14 Regarding the comments in Section 03300 that the references in the General Provisions to the Greenbook were conflicting with the specifications of the section, these references were removed, to clarify that we did not want the concrete specified by the Greenbook as it would be inadequate for a water containment Regarding the comment that all aggregate should conform to ASTIVI C33, the combined aggregate gradation was updated to include the requirements of ASTIVII C31 Regarding the comments and emails on waterstops and construction joints, Construction Joints with Waterstops are now shown and called out on the Drawings where they were previously required by the specs. The emergency storage basin is properly designed for construction joints in these locations. Regarding the question about where sealants were specified, sealant is specified in 07900 — Joint Sealants, as referenced in section 2.14 of 03300 under Sealant. Regarding other comments on the section: References to unused products, such as swept-in grout, have been removed. Cost considerations are not appropriate for this technical specification. Concrete is not being bid as a unit cost item, so it does not need to be measured or paid for in such a manner, payment for all materials will be as described in the general provisions. Regarding the question in Section 04220 about the exterior masonry blocks, there are two types of exterior Concrete Masonry Unit Blocks specified by the Architect and these items were the correct specification. As stated in the response to comments on section 03300, Cost considerations are not appropriate for this technical specification. Masonry work is not being bid as a unit cost item, so it does not need to be measured or paid for in such a manner described in the technical specification. Regarding the question about whether a specification for a tank lining system will be included, such specifications for a tank lining system will be included if the Client desires such a system. The City of Encinitas is reviewing the need for such a liner, based on its cost, to decide whether they desire such a system. pAencinitas, city\correspondencelconnnnent responses\civii—mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 15 S. San Elijo Joint Powers Authority Comments 5.1 Comments Made in Letter Regarding reducing the discharge line to the flow meter to increase flow velocity for better meter accuracy, it is not recommended to reduce the discharge line because the flow meter can expect the same accuracy at 1 foot per second (fps) and above. It is generally only a concern if flow velocities are below 1 fps at the lower flows. Since the flow will be above 1 fps at the minimum expected flow, the accuracy would be the same. With regards to an isolation valve being placed at the last flange before the discharge pipe goes through the east wall, there is not enough room because of the upstream and downstream distance requirements of the flow meter. Regarding concerns about the pump capacity, according to system head curve and pump curve calculations, each pump will be capable of pump approximately 1,500 gallons per minute (gpm) when a single pump is operating at full speed, and approximately 2,000 gpm when two pumps are operating at full speed. See attached spreadsheet and graph. Regarding gear actuators being installed with plug valves 6 -inch and larger, this has been included in the specification (Section 15050). 5.2 Comments Made on Drawings C1 Regarding shoreline protection, riprap has been added to provide shoreline protection. Regarding the new containment basin around the relocated chemical storage tank, a containment wall has been added around the tank to provide adequate secondary containment. Note has been corrected to reflect and 18' gate instead of 18" gate. Reference to gate details on Sheet C4 have been edited to refer to Architectural drawings for gate detail. M1 Regarding reducing the discharge line to the flow meter to increase flow velocity for better meter accuracy, it is not recommended to reduce the discharge line because the flow meter can expect the same accuracy at 1 foot per second (fps) and above. It is generally only a concern if flow velocities are below 1 fps at the lower flows. Since the flow will be above 1 fps at the minimum expected flow, the accuracy would be the same. plencinitas, citftorrespondencetomment responseMcivil_ mechanical response to design review comments.doc Kennedy /Jenks Consultants Memorandum Kipp Hefner 18 April 2005 Page 16 M2 Regarding the valve shown on the force main, this is an existing valve (according to the as -built drawings), however a note has been added to have the contractor field verify location of valve. 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U � O LL U. E m �n m j m {{II I i I II II II II Al i a a Z Z Z N O O N M V X c U lU U cnm N E a m c v c o� c w, U m c U C W a Kennedy /Jenks Consultants 11 April 2005 Memorandum To: Matt Tebbetts From: Don Barraza Subject: Structural Response to Design Review Comments Moonlight Beach Pump Station 0487115 *00 1. Encinitas Fire Department No structural responses necessary for Encinitas Fire Department comments. 2. Esgil Corp. Comments 2.1 Numbered Written Comments 9. Regarding the Stair Dimensions on the two new steps shown on Sheet S6, the Treads have been changed to 11" to conform to code. Risers are in conformance with code. 32. Regarding the loading calculations for the roof of the Emergency Storage Basin, the Dead Load was improperly calculated. Corrected calculations for the roof of the emergency storage basin are attached. 33. Regarding the temporary shoring system for the emergency storage basin, shown on Sheet S -10 and S -11 is to be designed by the contractor. The limitations on the system are now clearly called out on Sheet S -10, and in the earthwork specification, based on the recommendations in the soils report. 34. Regarding the request for the ICBO approval number and Manufacturer information for the epoxy bonding system, we have listed Manufacturers and ICBO approval numbers for the Epoxy Bonding System on Sheet S -1. For reference here, they are the HILTI HVA Capsule Adhesive Anchor, ICC Listing ER -5369 and the Powers Fasteners Chem -Stud by Powers Rawl, ICC Listing . 35. With regards to the special inspection form, the areas requiring special inspection have been listed on Sheet S -1 and the duties of the special inspector have been listed there. We have completed sections one and three of the special inspection form and signed it, it is attached. The City of Encinitas must select and employ a special inspector, so we cannot complete this part of the requirement. pAencinitas, citytorrespondencelcomment responseslstructural response to design review comments.doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 2 36. With regard to the statement requiring the submission of records of site observation under the Special Inspection and Site Observation Portion of Sheet S -1, the statement was included under special inspections and structural observations. 37. Regarding the washers required for support of the monorail crane beam in (formerly Detail B) on Sheet S -7, the washers have been called out in the details as ASTM F436 circular washers. 38. Regarding the base shear calculations for the pump station building, the base shear calculations were arrived at using a combination of a site specific probabilistic evaluation in the geotechnical investigation and the calculation of a minimum base shear load based on the Uniform Building Code. It is noted that the site specific evaluation proved more conservative than the UBC method and was used to ensure that proper seismic design for the site was completed. Calculations have been clarified and attached. 39. Regarding Detail D on Sheet S -7, the anchor bolts shown have been called out, specifying how the beam is connected to the masonry walls, to prevent uplift and sliding. These bolts do not transfer lateral load from the diaphragm to the walls. 40. Regarding the Lateral Load transfer from the steel roof diaphragm to the masonry shear walls, the steel roof is puddle welded to a steel collector plate. The collector plate is designed as a diaphragm chord, and is anchored to the masonry wall using cast in place bolts. The roof notes and details on Sheets S -7 and S -13 have been updated to make this clearer. 41. Details for the masonry walls, including reinforcement and foundations, are shown on Sheet S -13 In Details 6 and 7. 2.2 Comments Made on Drawings by the City of Encinitas Reviewers. S -1 Regarding the Table of Concrete Mixes on S -1, we will not be using the 3250 psi concrete specified in the green book and are not adjusting our concrete table to include that concrete for site -work. With regard to the comment on seismic design, seismic design for the structure was done by Kennedy /Jenks with the exception of anchorage for specific mechanical components listed in the specifications. With regard to the requested title block changes, the title block has been corrected on all drawings. S -2 With regard the comment on construction joints on S -2, as noted in section 03300 of the specifications, all construction joints below the water table must have pAencinitas, citylcorrespondencetomment responseslstructural response to design review comments.doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 3 waterstops to prevent water infiltration. This has been more clearly shown on the drawings on Sheets S -10 and S -12. Construction joints for the emergency storage basin are now shown on S -10 in the slab and the walls. With regard to the Rebar symbols in Detail 7, this is the only location where those reinforcement symbols are used and the reinforcement in this case is clearly identified as a 5 top bars with a standard 90 degree hook, so no clarification is necessary. We do not use such symbols elsewhere. S -5 Regarding the section calls on the plan, they have been corrected to call the correct sections. S -6 Regarding the references to Section C and D on the Plan on Sheet S -6, Sections C and D are, as referenced, on Sheet S -13. Regarding information for door window and louver openings referenced in the notes on Sheet S -6, the callouts for door openings have been corrected to list the proper architectural sheets. S -7 The direction of the arrows on the section cut for Section D was corrected. S -8 With regard to the epoxy set reinforcing dowels shown in Sections A and B, on Sheet S -8, the reinforcement dowel lengths and details have been called out for all embedded reinforcement. S -9 Regarding the beam detail callouts in the North Elevation, the callouts have been clarified to reference the details' locations on Sheet S -13. S -10 Regarding the Modified Bituminous Waterproofing Shown on the Inflow vault, waterproofing will encompass the entire structure and the drawings have been clarified to that effect. Regarding waterstops in construction joints, please read our response to comments for Sheet S -2. Consistent with this, waterstops are shown at the appropriate below - grade construction joints. Similarly, construction joints have been shown in slabs and walls on Sheet S -10 S -11 and S -12. Regarding the comments on the excavation support system shown on the Foundation Plan, appropriate comments on the requirements and recommendations for an excavation support system have been listed in the notes and in the earthwork specification. S -11 Regarding the excavation support system, please see our response to comments for the comments on Sheet S -10. The comments on the excavation support pAencinitas, citylcorrespondencelcomment responseslstructural response to design review comments.doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 4 system have been listed in the notes on Sheet S -10 and in the Earthwork Specification. S -12 Regarding the emergency storage basin liner, the liner is being submitted to the client due to cost concerns. If it is installed it will be installed on all interior surfaces including columns and beams. With regard to waterstops at construction joints, as discussed in our response to comments on Sheet S -2, waterstops are shown at all below grade construction joints. Regarding the drain pipe in Detail B, The pipe has been properly dimensioned as a 14" pipe. S -13 Regarding the reinforcement of the cylindrical columns shown in Detail 9 on Sheet S -13, the columns are spirally reinforced. Per UBC 1907.10.4.4, spiral reinforcement may be anchored without a hook by running the spiral 1.5 turns further around the column. The Detail has been adjusted to reflect this. Standard splice lengths also apply to spiral reinforcement, per UBC 1907.10. 4.5. Regarding the comments on the site wall construction details, the site wall details have been changed to reflect client desires, including a cap and a drainage system. 2.3 Comments Made by the City of Encinitas on Specification Sections Generally, regarding references to other sections, Footers and Formatting, these issues have been corrected as commented on in most sections, to reflect the correct references and desired specifications, and to provide a consistent format for the specifications. Regarding the comment on Section 01190, stating that seismic design is to be performed by Kennedy /Jenks. Section 01190 is meant only to apply to anchorage for contractor supplied and installed equipment, which is a case where the anchorage is typically supplied by the contractor. The title has been clarified to reflect that the section only applies to this case, not to seismic design of the structure. The language is broad to ensure that the contractor actually meets the requirements of the Code in designing the seismic restraint for a piece of equipment. This section is included to ensure that signed and stamped engineering calculations are submitted for the anchorage of this equipment, to ensure that all of the pieces of equipment which require seismic restraint are properly restrained. Regarding the comments on concrete finishes, Section 03350 has been edited to reflect the proper finishes on the project. The client is reviewing the need for a tank liner currently. If we are not applying liner to the interior of the Emergency Storage plencinitas, citytorrespondencelcomment responses%structural response to design review comments.doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 5 Basin, it will receive a Filled and Rubbed Finish. If the liner is being installed, no finishing will be necessary, as the liner will be placed against the forms and cast onto the concrete face. Regarding the comments on Section 05100, the section has been modified to reflect that all high strength bolting shall be done with Class A surfaces. Regarding the questions on Section 07136 as to weather the products specified were up to date; the section has been updated to include current product lines. 3. Response to Dudek and Assoc. Comments 3.1 Numbered Comments Regarding Drawings 4. Regarding the comment that all openings to be sealed should be specific about methods and materials to be used, all openings to be sealed on the Demolition Drawings refer to the structural drawings which have specific details on how openings are to be sealed. More precise references for each opening to the proper section of the structural drawings have been included. 13. Regarding the request that the hydrostatic design loads be included in the loading summary, Hydrostatic Loads have been added to the Loading Criteria on S -1, including soil loading based on the loads predicted in the Soils Report. 14. Regarding the design of the monorail support system, the monorail support system is designed by Kennedy /Jenks and is shown in the drawings. Regaurding the discharge header piping system, the existing discharge header is braced at the wall and will remain in place. The only addition to the system is a flow meter which should not significantly increase the seismic loading. The system is already braced and should not require additional bracing. Regarding Section 01190 (mislabeled 1990 in the footer on the 90% review) generally; this section is intended only to apply to anchorage and attachment of contractor supplied or installed items where the manufacturer supplies anchorage designs. This is to comply with the requirement of the Uniform Building Code that the Structural Engineer of Record either design all items in a building, or properly delegate that design to an engineer registered as a Professional Engineer in California. Generally, equipment attachment is designed by the manufacturers to be adequate for their particular equipment, and is included in the cost to supply such equipment. We feel it better to delegate the design to the contractor who should bid with this in mind, knowing that if a contractor supplies an unusually heavy or oddly shaped piece of equipment, the contractor must also anchor it at no additional cost to the owner. When we do not know the exact model being pAencinitas, citytorrespondencelcomment responses\structural response to design review comments.doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 6 specified, we cannot design anchorage to accommodate all possible equipment. We have not had change orders stemming from this provision in the past. 15. Regarding the lining of the columns and beams of the Emergency Storage Basing, the lining of the Emergency Storage Basin is being reviewed in consultation with the city due to the high cost. If the basin is lined, the columns and beams will be lined and that will be indicated on the drawings. 16. Regarding the comments on the waterproofing system shown on Sheet S -12, further notes have been added to Sheet S -12 about the modified bituminous waterproofing membrane to make it clear that it encapsulates the entire exterior surface of the structure. The specification for the system has been updated to reflect changes in product lines. 17. Regarding the question about potential conflicts between reinforcement and waterstops in Detail B on Sheet S -12, there is no conflict between the Waterstop and drain outlet in the detail on S -12. The detail has been clarified to show that the reinforcement does not penetrate the waterstop. 3.2 Numbered Comments Regarding Specifications 15. Regarding the comments on Specification Section 01190, please first see our response to comment 14 on the drawings. Section 01190 is intended only to apply to the contractor supplied equipment listed in the specifications which require anchorage under 01190. Each piece of equipment which must be anchored must have that anchorage properly designed under the relevant UBC provisions. 16. Regarding the Concrete Finishes Specification: Finishes have been more specifically called out on all concrete surfaces, including those to receive waterproofing membranes. Finishes on the Interior of the Emergency Storage Basin are being updated based on the city's decision to include or exclude a liner. 17. Regarding the comment that multiple versions of Specification Section 05500 were included, only one Section 05500 remains and it is properly edited for the project. 18. Regarding the question about the products specified in section 07136, the section has been updated to include current product information. 3.3 Comments made by Dudek assoc. on the reviewed drawings S -1 Regarding the comment requesting hydrostatic design criteria, please see our response to comment 13 of the numbered comments regarding drawings. Hydrostatic design criteria are now listed in the design criteria section. pAencinitas, citylcorrespondencelcomment responseslstructural response to design review comments. doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 7 S -4 Regarding the comment on the foundation level plan that the pipe penetration should be dimensioned and Identified, the new penetration for the Emergency Storage Basin return has been identified and properly located on S4. S -5 Regarding the comments on the spelling and grammar errors on the call outs for the granular fill and the abandoned drive shaft, these errors have been corrected. See drawing D -3 for details on the sealing and filling of the air well. S -6 Regarding the question about the note relating the construction of the floor slab: The note for the new floor slab in the pump station building has been corrected to properly state that construction Foam will support plywood in and be left in place so that the slab can be cast without the need to remove formwork once it has cured. S -7 Regarding Detail 1 showing the monorail support at the doorway, this detail has been corrected and re- designed to show the correct support for the monorail beam at the door opening using an HSS steel section. The other monorail support details have been clarified. An additional detail has been added on Sheet S -8, to show how the lintel beam at the double door connects to the masonry wall so that it can support the monorail beam. Regarding the lateral support of the Monorail Beam, Note 1 has been corrected to properly call out Section A as the lateral bracing section which is to be applied at each roof beam, rather than Detail 1, which is only applicable at the doorway. S -9 With regard to the comments about louvers and louver locations, louver locations are now shown properly on Sheet S -9, for louvers that pass through the reinforced masonry. The structural drawings are not the appropriate place to locate louvers on, and they are only included on Sheet S -9 to detail the extra reinforcement required surrounding them. All louvers are shown on Architectural drawings in their proper locations. S -10 With regard to the elevations of the pipes show in Section Don Sheet S -10, the leaders indicating the elevations on the drains have been corrected to indicate the proper elevation is given for the invert of the pipe. Regarding the floor of the inflow vault shown in Section D on Sheet S -10, we agree that it will likely be easier and cheaper to pour the concrete as one continuous block, rather than creating a support system underneath that small slab area. The drawing has been changed to show this. S -11 Regarding the dimension for the opening above the inflow vault on the Emergency Storage basin, the dimension location was moved for clarity, as requested. paencinitas, citylcorrespondencekomment responseMstructural response to design review comments.doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 8 S -12 Regarding the question about tank liner application, please see our response to numbered comment 15 relating to the drawings above. Regarding the several questions pertaining to the Waterproofing system on this sheet, please see our response to numbered comment 16 above, in the section on comments about drawings. Regarding the waterstop shown in Section C on Sheet S -12, the waterstop in Section C does not have a conflict with the reinforcing steel or drain at this location.. In fact the drain was designed specifically to avoid such a conflict, buy running the drain below the construction joint at the base of the wall. Regarding the font size in the details, the scale has been corrected to show the details and fonts at the appropriate size. S -13 Regarding the question about constructability in Section 5 and Detail 8, we have changed the section and detail to reflect their construction using two pieces of rebar, lapped, rather than one continuous piece. 3.4 Comments made by Dudek assoc. on the reviewed specifications Generally regarding comments on format and reference errors, references to other sections, Footers and Formatting have been corrected as commented on in most sections, to reflect the correct references and desired specifications. Regarding your comments on Section 01190 that pertain to that section, please see also our response to numbered comment 15 on the specifications. Section 01190 is meant only to apply to anchorage for contractor supplied and installed equipment, where the anchorage is typically supplied by the contractor. The title has been clarified to reflect that. The language is broad to ensure that the contractor actually meets the requirements of the Code in designing the seismic restraint for a piece of equipment. This section is included to ensure that signed and stamped engineering calculations are submitted for the anchorage of this equipment, to ensure that all of the pieces of equipment which require seismic restraint are properly restrained. Regarding the comment in Section 03200 on the grade of Steel used for Threaded Bars; Threaded bars should properly be A572 Grade 50 steel, even though we specify all reinforcement on Sheet S -1 to be A615 grade 60, so we understand that this is confusing and conflicting, however, as the bars are not used on this project and have been edited out, we are clarifying our S -1 sheet and specifications for future projects. Regarding the comments in Section 03300 that the references in the General Provisions to the Greenbook were conflicting with the specifications of the section, these pAencinitas, citylcorrespondencelcomment responseslstructural response to design review comments.doc Kennedy /Jenks Consultants Memorandum Matt Tebbetts 11 April 2005 Page 9 references were removed, to clarify that we did not want the concrete specified by the Greenbook as it would be inadequate for a water containment structure. Regarding the comment that all aggregate should conform to ASTM C33, the combined aggregate gradation was updated to include the requirements of ASTM C33. Regarding the comments and emails on waterstops and construction joints, Construction Joints with Waterstops are now shown and called out on the Drawings where they were previously required by the specs. The emergency storage basin is properly designed for construction joints in these locations. Regarding the question about where sealants were specified, sealant is specified in 07900 — Joint Sealants, as referenced in section 2.14 of 03300 under Sealant. Regarding other comments on the section: References to unused products, such as swept -in grout, have been removed. Cost considerations are not appropriate for this technical specification. Concrete is not being bid as a unit cost item, so it does not need to be measured or paid for in such a manner, payment for all materials will be as described in the general provisions. Regarding the question in Section 04220 about the exterior masonry blocks, there are two types of exterior Concrete Masonry Unit Blocks specified by the Architect and these items were the correct specification. As stated in the response to comments on section 03300, Cost considerations are not appropriate for this technical specification. Masonry work is not being bid as a unit cost item, so it does not need to be measured or paid for in such a manner described in the technical specification. Regarding the question about whether a specification for a tank lining system will be included, such specifications for a tank lining system will be included if the Client desires such a system. The City of Encinitas is reviewing the need for such a liner, based on its cost, to decide whether they desire such a system. 4. San Elijo Joint Powers Authority Comments No responses necessary for SEJPA comments. Enclosure(s) (3): Structural Calculations for Emergency Storage Basin Roof (20pp), Expanded Structural Calculations for Base Shear determination (4pp), Plan for Special Inspection (1p) cc: Name, Branch Name, Branch pAencinitas, citylcorrespondencelcomment responses�structural response to design review comments.doc Moonlight Beach Sewer Pump Station Citizen Participation Plan Case # 04 -084 Report of Citizen's Meeting on April 27, 2004 A Citizen's Participation Meeting was held on Tuesday, April 27, 2004 in the Poinsettia Room at the City of Encinitas City Hall located at 505 S. Vulcan Ave. 55 invitations were mailed out for this meeting with only 3 people attending (see attachment). Two exhibits were on display to show the proposed improvements. Furthermore, there was a fact sheet and comment sheet that was passed out during the meeting (see attachment). One exhibit showed proposed upgrades to the existing pump station including a new pump station building, new odor control system, new emergency generator, new emergency overflow storage, new 18 inch sewer, and relocation of chemical storage tank. The other exhibit showed the west and north elevation drawings for the proposed new pump station building. Two of the residents, Brad Roth and Mark Wisniewski of the Cottonwood Creek Conservancy, who attended the meeting, wrote down comments, and they are attached to this report. Brad Roth expressed concerns about what types of landscaping would be going in, and how existing landscaping would be relocated or replaced. The City invited Brad Roth to assist the City with the Landscape plans when we start working on them. He will assist us with including native landscaping and relocating/replacing landscaping. Brad said he would be happy to help out, and he gave us a list of native plants and trees, which has been attached to this CPP report. Mark Wisneewski asked the City if we could look at installing permeable pavement instead of the typical asphalt concrete. We explained during the meeting that permeable concrete paving couldn't be used on this type of project for a couple of reasons: 1. Permeable concrete paving cannot handle the loading exerted on it by the large maintenance trucks that will be driving into and out of the pump station area. The significant loading would break up the permeable concrete paving over a short period of time, and it would have to regularly be replaced. 2. It is better and easier to handle a chemical spill /leak (if in the rare case it happens) from the chemical storage tank if you have an impermeable service than if you have a permeable service. With the permeable surface the chemicals would infiltrate into the soil making it virtually impossible to contain and clean up. Instead it could do damage to trees, bushes, and plants in the area adjacent to the pump station not to mention the habitat in the adjacent creek. By keeping the spill or leak on an impermeable surface the City /San Elijo JPA can take immediate action to isolate the spill, keep it from entering the creek or damaging the adjacent trees, bushes, plants, etc., and clean it up. This was explained to Brad and Mark of the Cottonwood Creek Conservancy. Mark Wisniewski also expressed a desire for the City to install a masonry block wall around the entire project site with gates. He said that the wall would help cut down on noise and it is more aesthetically pleasing to the eye than a chain link fence. The City liked the idea, and depending upon the budget, (masonry walls are expensive), will look at installing masonry walls around the project site. Mark also wanted the City to extend a retaining wall out towards the east side of Third Street. He said this would help stop the erosion that is occurring in the area. We told Mark that the City would look into it. Both Brad Roth and Mark Wisneiwski also wanted an overflow swale to help bypass 100 year flows around the Moonlight Beach Sewer Pump Station. We told Brad and Mark that an overflow swale along the eastside of the pump station site would not be able to divert 100- year flows around the pump station. The 100 -year flows are much too great for any swale to handle, and flows would still come across the pump station paved area. Finally, Brad and Mark expressed a desire to divert runoff to the adjacent landscaping, and the City said we would look into it, but we want to make sure that we comply with all water quality /BMP issues. Michael and Linda Lawler who live at the northeast corner of B Street and Fourth Street could not make the meeting, but gave their comments at the counter. Those comments are also attached to this report. We assured Michael and Linda Lawler that the project would improve noise abatement and that their sewer line would not be abandoned, but would still be in service after the project. All of the residents, including the Michael and Linda Lawler who didn't attend the meeting, were supportive of the project. Once Planning & Building Department approve the report, copies of the report will be mailed to the attendees. MOONLIGHT BEACH SEWER PUMP STATION PUBLIC WORKSHOP APRIL 27, 2004 6:OOPM- 7:OOPM NAME PHONE NUMBER 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. K3G" 53� COMMENTS Be-ac" Sewer Pump Station Project Moonlight PROJECT MEETING • 1) insettia ROOM venue 505 S Vulcan 9lue Encinitas, Calif. (160)633 -2115 Apri121, 2004m pp ei✓�lc�t�c m- :00p oc � ` \oe `� _ 6 OOp V� NAME• � ��e . � ADDRESS: j �a 7 � Z(�32 PHONE NUMBER: COMMENTS: m ,�lav�ts o f Cfottanwoo Jereak OUR NATIVE PLANTS Wetland Community TREES: Populus fremondi (Cottonwood) Salix laevigata (Red willow) Salix lasiolepis (Arroyo willow) SHRUBS: Baccharis salicifolia (Mulefat) HERBACEOUS PERENNIALS: Artemisia douglasiana (Mugwort) Distichlis spicata var. spicata (Saitgrass) Juncus acutus ssp. leopoldii (Southwestern spiny rush) Juncus effusus var pacificus {Pacific rush) Juncus mexicanus (Mexican rush) Scirpus robustus (Praire bulrush) Typha latifolia (Cattail) ANNUALS: Juncus bufonius var. bufonius (Common toad rush) Natives not indigenous to the site: Cupressus macrocarpa (Monterey cypress) Pinus torreyana (Torrey pine) *Additions to the Cottonwood Creek flora as a result of transplanting from local sites scheduled for development Coastal Sage Scrub Plant Community SHRUBS: Artemisia californica (California sagebrush) Ceanothus verrucosus (Wart- stemmed ceanothus)* Ceanothus tomentosus (Ramona lilac)* Isomeric arborea (Bladderpod) Eriogonum fascicnlatum (Flat top buckwheat) Isocoma menziesii (Goldenbush) Hazardia squarrosa (Sawtooth goldenbush)* Heteromeles arbutifolia (Toyon, Chrlstmasberry) Lycium californicum (CA desert thorn) Malosma laurina (Laurel sumac) Mimulus aurandacus (Monkeyflower)* Rhamnus crocea (Redberry) Rhus integrifolia (Lemonade berry) Salvia melba (Black sage)* Yucca schidigera (Mohave yucca)* HERBACEOUS PERENNIALS: Antirrhinum nuttallianum (Nuttall's snapdragon) Ambrosia psilostachya var, californica (Western ragweed) Cardionema ramosissimum (Sandmat)* Corethrogyne filaginifolia var. filaginifvlia (De1Mar SandAster)* Dudleya lanceolata (Coastal dudleya) Dudleya edulis (Lady's fingers) Eriophyllum confertiflorum var. confer. (Golden yarrow)* Gnaphalium bicolor (Bicolor Everlasting) Helianthemum scoparium (Rush rose)* Lotus scoparius (Deerweed) Marah macrocarpa (Manroot) Mirabilis californica (Coastal FourO'Clock) Nassella lepida (Needle grass)* Oenothera elata (Evening primrose) Opuntia prolifera (Coastal cholla) ` Polypodium californicum (CA polypody fern) Sisyrinchium bellum (Ca blue -eyed grass)* Stipa coronata (Giant stipa) Solanum parishii (Nightshade)* ANNUALS: Eschscholzia californica (CA poppy) Lepidium lasiocarpum var. lasiocarpum (Sand peppergrass) Plant list compiled by Gil Voss and Jesse Giessow over Brad Roth Project Manager Cottonwood Creek Conservancy Restoring Historic Cottonwood Creek 1507 Rubenstein Avenue Cardiff by- the -Sea California 92007 Phone:(760) 436 -2632 Fax:(760) 753 -6133 E-mail:broth@cox.net s PROJECT MEETING: NAME: / ''fv l` COMMENTS Moonlight Beach Sewer Pump Station Project Poinsettia Room 505 S. Vulcan Avenue Encinitas, Calif 92024 (760)633 -2775 April 27, 2004 6:00pm- 8:00pm ADDRESS: Z 03 � Co, a i f OFF- AV-t,-; A- 0 221- Case # 04 -084 The City of Encinitas would like to invite you to a Neighborhood Meeting to discuss proposed improvements for the Moonlight Beach Sewer Pump Station located at the southeast corner of B Street and Third Street in the Downtown Encinitas Specific Plan (SP -2) Zone. Proposed improvements include the following: • Addition of a 24,000 cubic foot emergency storage reservoir. • Relocation of existing 18 inch gravity sewer to make room for emergency storage reservoir. • Wet Well upgrades. • Pump upgrades to include new variable speed pumps. • New building constructed above grade to house new Telemetry system and electrical control panels. All electrical equipment will be relocated to above the 100 -year flood level in Cottonwood Creek. • Improved surge control. • Odor Control upgrades through advanced technologies such as activated carbon, chemical scrubbers, and biofilters. • Noise Abatement upgrades. An Initial Study and Negative Declaration will be the environmental document prepared. This document will satisfy the requirements for the California Environmental Quality Act (CEQA). The City of Encinitas will act as the lead agency for the CEQA document. Furthermore, a local Coastal Development Permit will be obtained for the project. The project site is on State Parks property with Cottonwood Creek adjacent to it to the south, Moonlight Beach just to the west of the project site, residential properties located to the north of the project site, and Highway 101 located just to the east of the project site. The adjacent properties to the south, west and east of the project site are zoned SP -2 (Downtown Encinitas Specific Plan), and the properties to the north are zoned RI I (Residential 11), R15 (Residential 15), and SP -2 (Downtown Encinitas Specific Plan). We are looking forward to meeting you and discussing any concerns or questions you may have regarding the proposed project. If you can't attend the meeting, or if you have any questions before then, please feel free to contact Kipp Hefner at (760)633 -2775. The Neighborhood Meeting will be held on: TUESDAY, APRIL 27, 2004 6:00 PM — 7:00 PM AT THE CITY OF ENCINITAS- POINSETTIA ROOM 505 SOUTH VULCAN AVENUE ENCINITAS, CALIF. 92024 *This notice being sent to you in fulfillment of the City of Encinitas Citizen Participation Program requirements (E.M.C. 23.06). This outreach effort to our neighbors is necessary because an application for development will be filed with the City of Encinitas Planning and Building Department. Questions about this notice and the proposed development should be directed to the contact information above. Questions regarding the Citizen Participation Program should be directed to the Planning & Building Department at (760)633 -2710. Brad Roth 258- 052 -08, 258 - 053 -07 258- 051 -03 1507 Rubenstein Ave St of CA, Parks Dept., Ronnie Lee Kachorek- Edmiston Fam TR Cardiff -by- the -Sea CA 92007 Clark 1386 Sparrow Road P.O. Box 880069 Carlsbad CA 92009 San Diego CA 92168 258 - 051 -06 258 - 053 -03 -02 258 - 053 -06 Resident Jeffry Tino Resident 244 Second St. 6290 Harrison Dr. #7 244 Third St Encinitas CA 92024 Las Vegas NV 89120 Encinitas CA 92024 258 - 053 -08 258 - 052 -07 258 - 052 -12 Michael & Linda Lawler Anthony & Erin Smith TR Keith & Sarah Harrison 253 Fourth St 221 Sunset Dr P.O. Box 9501 Encinitas CA 92024 Encinitas CA 92024 Rancho Santa Fe CA 92067 258 -051 -03 258 - 051 -05,06 258- 051 -10 Resident Daniel & Lorna Leedy Fam TR Arman Paymai & Vahidi Mahsa 220 Second St P.O. Box 1136 237 Third St Encinitas CA 92024 Rancho Santa Fe CA 92067 Encinitas CA 92024 258 - 051 -12 258 - 053 -03, 02 258 - 053 -05 Thomas & Edna Beam Resident Douglas /Lori Avis TR P.O. Box 3753 220 Third St 234 Third St. Soldotna AK 99669 Encinitas CA 92024 Encinitas CA 92024 258- 053 -06 258 - 053 -09, 10 258 - 052 -07 Resident Mabel Owens TR Business 246 Fourth St 245 Third St 345 Third St Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 051 -04 258 - 051 -05 258 - 051 -11 Huston Survivors TR Resident Skelly Fam TR 238 Second St 236 Second St 10115 Bogue St Encinitas CA 92024 Encinitas CA 92024 Temple City CA 91780 258 - 053 -03 -01 258 - 053 -04 258 - 053 -06 Thomas & Helfand Anderson Gerald Mendelson Steven & Susan Hart 222 Third St 226 Third St 3340 Camino Coronado Encinitas CA 92024 Encinitas CA 92024 Carlsbad CA 92009 258 - 053 -06 258 - 053 -10 258- 051 -01 Resident Resident Albert & Scholz Perez 248 Third St 233 Fourth St 211 A Street Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 051 -02 258 - 051 -09 258 - 052 -04 Sandra Riddle & Thomas Pearson Watson Family TR Thomas & Faye Pierson TR 164 Claremont Ave. 245 Third St 19738 Cameron Ave Long Beach CA 90803 Encinitas CA 92024 Covina CA 91724 258 - 052 -05 258 - 052 -06 258 - 053 -01 Arvan & Claire Fluharty JM Brunton Family TR Michael & Laurie Peter; 11326 Isleta St 5010 Paseo de Pablo P.O. Box 1928 Brentwood CA 90049 Torrance CA 90505 Rancho Santa Fe CA 9. 258 - 053 -01 Bryan Winn 212 Third St Encinitas CA 92024 258 - 053 -13 Keith & Sara Harrison P.O. Box 9501 Rancho Santa Fe CA 92157 258 - 034 -08 Miguel & Olga Moreno 548 Fifth Avenue La Puente CA 91746 Coastal Commission 7575 Metropolitan Dr., SW 103 San Diego CA 92108441 R 258 - 053 -02 -02 Andrew Winn 214 Third St Encinitas CA 92024 258 - 053 -14 Stines - Kepford Family TR 201 Fourth St, #B Encinitas CA 92024 258 - 035 -04, 05 Hall Family TR 7491 Hazard Center Dr San Diego CA 92108 258 - 053 -12 Wesley & Marilyn Drey( P.O. Box 99190 San Diego CA 92169 258 - 051 -13 Graham Real Estate 160 Via De La Valle Solana Beach CA 9207 Seacoast Preservation 1330 Neptune Ave Encinitas CA 92024 258 - 052 -12 258 - 052 -12 258 - 052 -12 Business Business Business 364 Second St. #1 364 Second St. #2 364 Second St. #3 Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #4 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #6 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #4A Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #7 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #5 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #10 Encinitas CA 92024 258 - 052 -12 258 - 052 -12 258 - 052 -12 Business Business Business 364 Second St. #12 364 Second St. #13 364 Second St. #14 Encinitas CA 92024 Encinitas CA 92024 Encinitas .CA 92024 Moonlight Beach Sewer Pump Station Citizen Participation Plan Case # 04-084 I-Z. ALL CASE # 04 -084 -- Project Description The City of Encinitas proposes the following improvements to the Moonlight Beach Sewer Pump Station located at the southeast corner of B Street and Third Street in the Downtown Encinitas Specific Plan (SP -2) Zone: • Addition of a 24,000 cubic foot emergency storage reservoir. • Relocation of existing 18 inch gravity sewer to make room for emergency storage reservoir. • Wet Well upgrades. • Pump upgrades to include new variable speed pumps. • New building constructed above grade to house new Telemetry system and electrical control panels. All electrical equipment will be relocated to above the 100 -year flood level in Cottonwood Creek. • Improved surge control. • Odor Control upgrades through advanced technologies such as activated carbon, chemical scrubbers, and biofilters. • Noise Abatement upgrades. An Initial Study and Negative Declaration will be the environmental document prepared. This document will satisfy the requirements for the California Environmental Quality Act (CEQA). The City of Encinitas will act as the lead agency for the CEQA document. Furthermore, a local Coastal Development Permit will be obtained for the project. The project site is on State Parks property with Cottonwood Creek adjacent to it to the south, Moonlight Beach just to the west of the project site, residential properties located to the north of the project site, and Highway 101 located just to the east of the project site. The adjacent properties to the south, west and east of the project site are zoned SP -2 (Downtown Encinitas Specific Plan), and the properties to the north are zoned R11 (Residential 11), R15 (Residential 15), and SP -2 (Downtown Encinitas Specific Plan). Interested /Affected Parties There are several residences and businesses within the area of effect for these improvements. All affected properties (36 total) are illustrated on the attached parcel map. A site plan is also included as part of this package. Notifying Methods The public will be notified by mail (see "Neighborhood Meeting Letter ") as well as on the City of Encinitas' web site. The public will be invited to the Neighborhood Meeting scheduled for April 27th from 6pm -7pm. There will be an opportunity to comment at this meeting. Schedule The schedule for the Citizen Participation Plan is as follows: Submit CPP to Planning staff for approval April 5, 2004 Hold Citizen Participation Meeting April 27, 2004 Submit final written report April 30, 2004 The City of Encinitas would like to invite you to a Neighborhood Meeting to discuss proposed improvements for the Moonlight Beach Sewer Pump Station located at the southeast corner of B Street and Third Street in the Downtown Encinitas Specific Plan (SP -2) Zone. Proposed improvements include the following: • Addition of a 24,000 cubic foot emergency storage reservoir. • Relocation of existing 18 inch gravity sewer to make room for emergency storage reservoir. • Wet Well upgrades. • Pump upgrades to include new variable speed pumps. • New building constructed above grade to house new Telemetry system and electrical control panels. All electrical equipment will be relocated to above the 100 -year flood level in Cottonwood Creek. • Improved surge control. • Odor Control upgrades through advanced technologies such as activated carbon, chemical scrubbers, and biofilters. • Noise Abatement upgrades. An Initial Study and Negative Declaration will be the environmental document prepared. This document will satisfy the requirements for the California Environmental Quality Act (CEQA). The City of Encinitas will act as the lead agency for the CEQA document. Furthermore, a local Coastal Development Permit will be obtained for the project. The project site is on State Parks property with Cottonwood Creek adjacent to it to the south, Moonlight Beach just to the west of the project site, residential properties located to the north of the project site, and Highway 101 located just to the east of the project site. The adjacent properties to the south, west and east of the project site are zoned SP -2 (Downtown Encinitas Specific Plan), and the properties to the north are zoned RI I (Residential 11), R15 (Residential 15), and SP -2 (Downtown Encinitas Specific Plan). We are looking forward to meeting you and discussing any concerns or questions you may have regarding the proposed project. If you can't attend the meeting, or if you have any questions before then, please feel free to contact Kipp Hefner at (760)633 -2775. The Neighborhood Meeting will be held on: TUESDAY, APRIL 27, 2004 6:00 PM — 7:00 PM AT THE CITY OF ENCINITAS- POINSETTIA ROOM 505 SOUTH VULCAN AVENUE ENCINITAS, CALIF. 92024 *This notice being sent to you in fulfillment of the City of Encinitas Citizen Participation Program requirements (E.M.C. 23.06). This outreach effort to our neighbors is necessary because an application for development will be filed with the City of Encinitas Planning and Building Department. Questions about this notice and the proposed development should be directed to the contact information above. Questions regarding the Citizen Participation Program should be directed to the Planning & Building Department at (760)633 -2710. I.6 x �J1 yitl (V I �1 A -PH '1 ll 1 �- II L �- p • � AB ANA V.C`— _ 108 C.13 �M•_�ABANBCNEB,jI _ _____— All x �1 1 ------ 17.6 — - TED( -ACAL! g" V.C.P. ( _ iE TANK --------- - - -'i- ------ - - - - -- DERGROU NCY STORAGE ED U.V. TENT SYSTEM •Ff � % I�D�Tj Basis for Design L -"4% omil'Al SCALE: 1' =20' UPGRADES TO EXISTING SEWER PUMP STATION SITE PLAN FIGURE 4 -1 Moonlight Beach SPS Pre - Design FINAL - March 2004 I certify that: The "Public Notice Package" submitted herewith the City of Encinitas Citizen Participation Program and Public Notice Package Form is accurate and complete according to my instructions contained therein. I understand that I am responsible for the accuracy and completeness of these notification materials and acknowledge that any errors and /or omissions may invalidate any Citizen Participation Program activities, notice of public review, or public hearing conducted in reliance of these materials. Any such noticing defect may result in re- noticing and /or rehearing causing additional cost or delay to my project. SIGNATURE: PRINT NAME: CASE NUMBER: C �r LOCATION: SOUTHEAST CORNER OF THIRD STREET AND B STREET ,P T 'mow ° � �� . ;"` � • �;. � < �� "�` � �- � to , VI—i IL j s f, t {tiy fi " s Y a - . -~ ,� � ► ., z 5 7 i '' R 'ts °" op Ve Ir . Y .fie �iF ,d "�' ,.,,, • ��"' LL _ Lp Oft t h�1; Z4i � s •C� . +fir^ s r 1 y • y4{ Too . s l� R fe Brad Roth 258- 052 -08, 258 - 053 -07 258- 051 -03 1507 Rubenstein Ave St of CA, Parks Dept., Ronnie Lee Kachorek- Edmiston Fam TR Cardiff -by- the -Sea CA 92007 Clark 1386 Sparrow Road P.O. Box 880069 Carlsbad CA 92009 San Diego CA 92168 258 - 051 -06 258 - 053 -03 -02 258 - 053 -06 Resident Jeffry Tino Resident 244 Second St. 6290 Harrison Dr. #7 244 Third St Encinitas CA 92024 Las Vegas NV 89120 Encinitas CA 92024 258 - 053 -08 258 - 052 -07 258 - 052 -12 Michael & Linda Lawler Anthony & Erin Smith TR Keith & Sarah Harrison 253 Fourth St 221 Sunset Dr P.O. Box 9501 Encinitas CA 92024 Encinitas CA 92024 Rancho Santa Fe CA 92067 258 - 051 -03 258-051-05,06 258 - 051 -10 Resident Daniel & Lorna Leedy Fam TR Arman Paymai & Vahidi Mahsa 220 Second St P.O. Box 1136 237 Third St Encinitas CA 92024 Rancho Santa Fe CA 92067 Encinitas CA 92024 258 - 051 -12 258- 053 -03, 02 258- 053 -05 Thomas & Edna Beam Resident Douglas /Lori Avis TR P.O. Box 3753 220 Third St 234 Third St. Soldotna AK 99669 Encinitas CA 92024 Encinitas CA 92024 258 - 053 -06 258-053-09,10 258- 052 -07 Resident Mabel Owens TR Business 246 Fourth St 245 Third St 345 Third St Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 051 -04 258 - 051 -05 258 - 051 -11 Huston Survivors TR Resident Skelly Fam TR 238 Second St 236 Second St 10115 Bogue St Encinitas CA 92024 Encinitas CA 92024 Temple City CA 91780 258 - 053 -03 -01 258 - 053 -04 258 - 053 -06 Thomas & Helfand Anderson Gerald Mendelson Steven & Susan Hart 222 Third St 226 Third St 3340 Camino Coronado Encinitas CA 92024 Encinitas CA 92024 Carlsbad CA 92009 258 -053 -06 258- 053 -10 258 - 051 -01 Resident Resident Albert & Scholz Perez 248 Third St 233 Fourth St 211 A Street Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 051 -02 258 - 051 -09 258 - 052 -04 Sandra Riddle & Thomas Pearson Watson Family TR Thomas & Faye Pierson TR 164 Claremont Ave. 245 Third St 19738 Cameron Ave Long Beach CA 90803 Encinitas CA 92024 Covina CA 91724 258 - 052 -05 258 - 052 -06 258 - 053 -01 Arvan & Claire Fluharty JM Brunton Family TR Michael & Laurie Peter; 11326 Isleta St 5010 Paseo de Pablo P.O. Box 1928 Brentwood CA 90049 Torrance CA 90505 Rancho Santa Fe CA 9. 258 -053 -0l, 0 Bryan Winn 212 Third St Encinitas CA 92024 258 - 053 -13 Keith & Sara Harrison P.O. Box 9501 Rancho Santa Fe CA 9W 258 - 034 -08 Miguel & Olga Moreno 548 Fifth Avenue La Puente CA 91746 Coastal Commission 7575 Metropolitan Dr., ML 103 San Diego CA 921084412 258 - 053 -02 -02 Andrew Winn 214 Third St Encinitas CA 92024 258 - 053 -14 Stines - Kepford Family TR 201 Fourth St, #B Encinitas CA 92024 258 - 035 -04, 05 Hall Family TR 7491 Hazard Center Dr San Diego CA 92108 258 - 053 -12 Wesley & Marilyn Drey( P.O. Box 99190 San Diego CA 92169 258 - 051 -13 Graham Real Estate 160 Via De La Valle Solana Beach CA 9207 Seacoast Preservation 1330 Neptune Ave Encinitas CA 92024 258 - 052 -12 258 - 052 -12 258 - 052 -12 Business Business Business 364 Second St. #1 364 Second St. #2 364 Second St. #3 Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #4 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #6 Encinitas CA 92024 258- 052 -12 Business 364 Second St. #4A Encinitas CA 92024 258 -052 -12 Business 364 Second St. #7 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #5 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #10 Encinitas CA 92024 258 - 052 -12 258 - 052 -12 258 - 052 -12 Business Business Business 364 Second St. #12 364 Second St. #13 364 Second St. #14 Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 Brad Roth 258- 052 -08, 258 - 053 -07 258- 051 -03 1507 Rubenstein Ave St of CA, Parks Dept., Ronnie Lee Kachorek- Edmiston Fam TR Cardiff -by- the -Sea CA 92007 Clark 1386 Sparrow Road P.O. Box 880069 Carlsbad CA 92009 San Diego CA 92168 258 - 051 -06 258- 053 -03 -02 258- 053 -06 Resident Jeffry Tino Resident 244 Second St. 6290 Harrison Dr. #7 244 Third St Encinitas CA 92024 Las Vegas NV 89120 Encinitas CA 92024 258 - 053 -08 258 - 052 -07 258 - 052 -12 Michael & Linda Lawler Anthony & Erin Smith TR Keith & Sarah Harrison 253 Fourth St 221 Sunset Dr P.O. Box 9501 Encinitas CA 92024 Encinitas CA 92024 Rancho Santa Fe CA 92067 258 - 051 -03 258-051-05,06 258 - 051 -10 Resident Daniel & Lorna Leedy Fam TR Arman Paymai & Vahidi Mahsa 220 Second St P.O. Box 1136 237 Third St Encinitas CA 92024 Rancho Santa Fe CA 92067 Encinitas CA 92024 258 - 051 -12 258 - 053 -03, 02 258 - 053 -05 Thomas & Edna Beam Resident Douglas /Lori Avis TR P.O. Box 3753 220 Third St 234 Third St. Soldotna AK 99669 Encinitas CA 92024 Encinitas CA 92024 258 - 053 -06 258 - 053 -09, 10 258 - 052 -07 Resident Mabel Owens TR Business 246 Fourth St 245 Third St 345 Third St Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 051 -04 258 - 051 -05 258 - 051 -11 Huston Survivors TR Resident Skelly Fam TR 238 Second St 236 Second St 10115 Bogue St Encinitas CA 92024 Encinitas CA 92024 Temple City CA 91780 258 - 053 -03 -01 258 - 053 -04 258 - 053 -06 Thomas & Helfand Anderson Gerald Mendelson Steven & Susan Hart 222 Third St 226 Third St 3340 Camino Coronado Encinitas CA 92024 Encinitas CA 92024 Carlsbad CA 92009 258 - 053 -06 258 - 053 -10 258 - 051 -01 Resident Resident Albert & Scholz Perez 248 Third St 233 Fourth St 211 A Street Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 051 -02 258 - 051 -09 258 - 052 -04 Sandra Riddle & Thomas Pearson Watson Family TR Thomas & Faye Pierson TR 164 Claremont Ave. 245 Third St 19738 Cameron Ave Long Beach CA 90803 Encinitas CA 92024 Covina CA 91724 258 - 052 -05 258 - 052 -06 Arvan & Claire Fluharty JM Brunton Family TR 11326 Isleta St 5010 Paseo de Pablo Brentwood CA 90049 Torrance CA 90505 258 - 053 -01 258- 053 -02 -02 Bryan Winn Andrew Winn 212 Third St 214 Third St Encinitas CA 92024 Encinitas CA 92024 258 - 053 -13 258 - 053 -14 Keith & Sara Harrison Stines - Kepford Family TR P.O. Box 9501 201 Fourth St, #B Rancho Santa Fe CA 92067 Encinitas CA 92024 258 - 034 -08 258 - 035 -04, 05 Miguel & Olga Moreno Hall Family TR 548 Fifth Avenue 7491 Hazard Center Dr La Puente CA 91746 San Diego CA 92108 Coastal Commission 7575 Metropolitan Dr., Ste. 103 San Diego CA 92108 -4402 258 - 053 -01 Michael & Laurie Peters P.O. Box 1928 Rancho Santa Fe CA 92067 258 - 053 -12 Wesley & Marilyn Dreyer P.O. Box 99190 San Diego CA 92169 258 - 051 -13 Graham Real Estate 160 Via De La Valle Solana Beach CA 92075 Seacoast Preservation Asso. 1330 Neptune Ave Encinitas CA 92024 258 - 052 -12 258 - 052 -12 258 - 052 -12 Business Business Business 364 Second St. #1 364 Second St. #2 364 Second St. #3 Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #4 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #6 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #4A Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #7 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #5 Encinitas CA 92024 258 - 052 -12 Business 364 Second St. #10 Encinitas CA 92024 258 - 052 -12 258 - 052 -12 258 - 052 -12 Business Business Business 364 Second St. #12 364 Second St. #13 364 Second St. #14 Encinitas CA 92024 Encinitas CA 92024 Encinitas CA 92024 s 2s&03 OF 2 0 lg 19 Q:9) �° V per^ 4, lti1 �a>. 4c 9 �.. • Q .aF cy � P 07 .s 036 +� o •`' POR 15 40 so S• ` s S ` 'Z c^ i 0C Q 0' " /` ?vO �% 'may ol .� . 2. 10 �000 i �cA .E toe", t On �A ,o z�� slj, 1. to \31 CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, CA 92024 760 -633 -2770 Mitigated Negative Declaration COASTAL DEVELOPMENT PERMIT SUBJECT: Moonlight Beach Sewer Pump Station Rehabilitation. COASTAL DEVELOPMENT PERMIT for rehabilitation of the Moonlight Beach Sewer Pump Station at the southeast corner of Third Street and `B' Street in the City of Encinitas. Applicant: City of Encinitas Engineering Services. I. PROJECT DESCRIPTION: See attached Initial Study. H. ENVIRONMENTAL SETTING: See attached Initial Study. III. DETERMINATION: The City of Encinitas conducted an Initial Study, which determined that the proposed project could have a significant environmental effect in the following area(s): air quality /odors, biological resources, and noise. Subsequent revisions in the project proposal create the specific mitigation identified in Section V of this Mitigated Negative Declaration. The project as revised now avoids or mitigates the potentially significant environmental effects previously identified, and the preparation of an Environmental Impact Report will not be required. IV. DOCUMENTATION: The attached Initial Study documents the reasons to support the above Determination. V. MITIGATION, MONITORING AND REPORTING PROGRAM: Air Quality /Odors An evaluation of odor control systems shall be conducted during project final design, and best - suited technologies incorporated into final plans and documents for implementation Pa ue 1 of during construction to the satisfaction of the City Engineer. Candidate technologies include, but are not limited to, activated carbon, chemical scrubbers, and bio- filters. Biolomical Resources Project landscaping shall consist of native species and/or non - invasive drought tolerant exotic plant materials compatible with the surrounding restored natural habitat. Such landscaping shall be incorporated into final plans and documents for implementation during construction to the satisfaction of the City Engineer. Noise An evaluation of project noise shall be conducted during final design and best suited technologies incorporated into final plans and documents for implementation during construction such that noise standards for residential land uses as established by the City General Plan, Noise Ordinance, and Performance Standards are met to the satisfaction of the City Engineer. VI. RESULTS OF PUBLIC REVIEW: ( x) No comments were received during the public input period. () Comments were received but did not address the draft Mitigated Negative Declaration finding or the accuracy /completeness of the Initial Study. No response is necessary. The letters are attached. () Comments addressing the findings of the draft Mitigated Negative Declaration and/or accuracy or completeness of the Initial Study were received during the public input period. The letters and responses follow. Copies of the draft Mitigated Negative Declaration and any Initial Study material are available in the office of the City of Encinitas Engineering Services Department for review, or for purchase at the cost of reproduction. Leroy Bodas Capital Improvements Engineer Engineering Services Department Pane 9 of April 02, 2004 Date of Draft Report May 14, 2004 Date of Final Report CITY OF ENCINITAS ENGINEERING SERVICES 505 South Vulcan Avenue Encinitas, CA 92024 -3633 (760) 633 -2770 INITIAL STUDY COASTAL DEVELOPMENT PERMIT SUBJECT: Moonlight Beach Sewer Pump Station Rehabilitation. COASTAL DEVELOPMENT PERMIT for rehabilitation of the Moonlight Beach Sewer Pump Station at the southeast corner of Third Street and `B" Street in the City of Encinitas. Applicant: City of Encinitas Engineering Services. I. PURPOSE AND MAIN FEATURES: Background and Objectives The Moonlight Beach Sewer Pump Station conveys raw wastewater via a 13,650 -feet long, 14 -inch diameter force main in the Coast Highway northerly to La Costa Avenue and the Batiquitos Pump Station where it is conveyed to the Encina Wastewater Treatment Plant. The station is owned by the City of Encinitas, and operated by the San Elijo Joint Powers Authority (SEJPA). This pump station, constructed in 1974, has a capacity of approximately two million gallons per day (MGD) which is sufficient to meet current average daily wastewater flow conditions. However, sewer infiltration and inflow (I/I) and a lack of emergency storage puts the facility at risk of wastewater overflow onto adjacent public streets and Cottonwood Creek, and the close by near shore waters of the Pacific Ocean at Moonlight Beach State Park. Consequently, to address these concerns and make the pump station more reliable the City has decided to pursue the following improvements including (1) an emergency storage reservoir to provide more time to respond to pump station malfunction; (2) a remote monitoring and alarm system to notify operation and maintenance crew during emergencies; (3) relocation of electrical equipment above ground to minimize the risk of electrical failure due to flooding; and (4) expansion of pump station capacity to meet projected ultimate sewer flows. Because these improvements would require considerable construction activity at the facility the City also views this situation as a timely opportunity to accomplish certain upgrades including (1) control of odor emissions from the pump station and adjacent sewer manholes; (2) relocation of the ultraviolet (UV) treatment system at the site; (3) improved accessibility in and out of the site, and in the facilities on the site for 1 of 10 maintenance and operations; and (4) provision of architectural and landscaping enhancements for the site to be a good neighbor to the surrounding residential and recreational community. Based on the desired improvements and upgrades, a list of design goals and guidelines have been identified for the project including (1) addition of an emergency storage reservoir; (2) increasing pump station capacity; (3) improving pump station reliability; (4) providing uninterrupted operation of the pump station during construction; (5) relocation of all electrical equipment two feet above the 100 -year flood plain; (6) providing adequate housing for required pumps and associated equipment; (7) controlling odor emissions; (8) maintaining low sound operation levels to meet City standards for residential areas; (9) maintaining project construction cost within the designated budget; and (10) providing a facility that is aesthetically pleasing to the community. Existing Pump Station Description The existing pump station is a subterranean structure with a dry well /wet well configuration. The wet well is a 6 -feet wide, 46 -feet long trench constructed next to a 16- feet wide dry well. Sewage flows enter the wet well and are directed towards four pump suction pipes penetrating the common dry well wall. The dry well is bi -level with the upper level housing three motors which drive three pumps on the lower level. There is also an emergency generator and a surge tank and associated air compressor on the upper level. Elevation for the bottom of both wells is approximately four feet below mean sea level (msl) and 29 feet below grade. Access to the wet well is by a set of concrete stairs, placed underneath a metallic grating over the center portion of the well. The entrance to the dry well is a set of stairs at the northeast corner of the structure. The remaining underground structure on the site is a flow meter vault with a manhole cover next to the pump facility which is no longer in use. A number of aboveground structures and equipment also occupy the site including an 8- feet tall fiberglass structure housing the dry well entrance, a 5 -feet by 10 -feet by 6 -feet tall fiberglass exhaust chimney, a 4 -feet diameter fiberglass chemical feed tank, and a steel container housing the UV system. The UV system kills bacteria in low flow waters of Cottonwood creek prior to reaching the ocean. Proposed Improvements and Upgrades Proposed improvements and upgrades for the pump station facility (see Attachments 1 and 2) with an approximate 115 by 43 feet footprint are summarized as follows. *Emergency Storage An underground emergency storage basin at the east end of the site to provide for two hours of peak wet water flows (PWWF) equating to a volume of 7of10 24,000 cubic feet (cf) or 180,000 gallons. Based on the need to provide gravity flow for both wet well overflow and return from the basin its internal footprint measures 40 by 40 feet. *Utility Routing and Relocation Relocation of an 18 -inch gravity sewer leading to the existing wet well, a segment of the pump station force main, and possibly a 12 -inch gravity sewer to accommodate construction of the emergency storage basin. *Wet Well Upgrades Addition of self - cleaning trench improvements which sweep all solids into the last pump suction pipe and a new secondary wet well access above a new wet well sewer entrance *Pump Selection and Operation Three pumps to be installed in a triplex system in the existing wet well to meet ultimate flow rate (1450 gallons per minute) and ultimate design capacity (2000 gpm). Pump speed would be controlled to maintain target water level in the wet well cycling on and off by way of telemetry and control panels in an above grade building. A separately mounted trailer diesel pump may also be put on the site as a failsafe backup. *Electrical Equipment Replacement Relocation of all electrical equipment above the 100 -year flood plain level of Cottonwood Creek in a new building situated over the existing underground pump station. Relocated and/or replaced equipment would include SDG &E meter and transformer, pump motor control center, variable frequency drives, existing surge tank air compressor, alarms, telemetry, instrumentation, and security system. *Storm Water Treatment (UV) System Relocation of the storm water treatment system providing UV disinfection and filtration of low flow Cottonwood Creek waters in its existing container to the east end of the site. •Surge Control Replacement of the existing surge control tank with a flywheel on each pump in the pump room. •Ventilation Installation of a new ventilation system consisting of supply and exhaust fans and ducting to ventilate the equipment room and lower intermediate and pump rooms. *Pump Station Access Provision of a doorway in the eastern wall of the new pump station building for access and a new monorail and hoist in the building for equipment retrieval. *Odor Control Revisions to pipe grades entering the pump station to eliminate supercritical/subcritical flows and resultant odors from nearby manholes. Odor migration protection of the emergency overflow connection by installation of a rubber flex valve. 3of10 The valve allows flow to enter the basin during emergency storage but is otherwise closed. In addition, candidate technologies would be evaluated for other elements of the facility to control odors. *Bathroom Installation of a new bathroom on the intermediate level, consisting of a toilet and sink. •Noise Final design to include measures to attenuate facility operations to meet City noise ordinance regulations for residential land uses. *Architecture and Landscaping Pump station new building architecture consisting of textured concrete masonry and cast in place concrete walls on a 50 by 20 feet footprint with an overhanging curved red galvanized metal roof to 14 feet in height following a Polynesian vernacular reminiscent of beach culture. There would be a celerestory between the wall planes and the roof allowing natural light to enter the building. Exterior doors would be galvanized hollow metal painted with an industrial finish matching the color of the surrounding walls. Those portions of the site not secured by the building would be enclosed with a six feet high black vinyl coated chain link fence. Landscaping would be concentrated along the public streets and consist of low water consuming tropical and subtropical plant materials including bougainvilla, palms, and groundcover. Because the existing pump station is critical to the ongoing sewer collection system it must remain operational throughout construction of the proposed improvements and upgrades. Consequently, a construction sequence has been identified which would achieve this requirement. Alternatives Considered and Rejected Certain alternatives to the project have been considered and rejected because they would not feasibly attain basic project objectives. They include an entirely new pump station at the site, two preliminary concepts for rehabilitation of the existing pump station, and "no project." An entirely new pump station could be constructed at the east end of the site completely separated from the existing facility that could be constructed with less disruption to pump station operation than the rehabilitation approach. Once completed, the new pump station would allow for demolition of the old station and construction of a new emergency reservoir in its place. The new pump station would comprise a bi -level underground dry well and a building above grade. Three non -clog vertical centrifugal pumps would be located on the lower floor below ground, the force main header and flow meter would be on the upper floor below ground, and an electrical motor room would be housed in the building above ground. The wet well would be designed as an attached underground structure. An odor 4nf10 control system and self - enclosed emergency generator would complete the facility. When comparing this alternative with rehabilitation of the existing pump station it was determined that rehabilitation required less cost, could provide larger emergency storage volume, was similar in ease of construction, and would be more efficient overall. Two preliminary rehabilitation alternatives were considered in a workshop format prior to reaching consensus for a final design. The first concept was altered in consideration of aesthetic treatment of site improvements, environmental planning, anticipating the concerns and expectations of the public, and refining the facility to meet the needs of operational personnel. The second concept was further altered by additional operation and maintenance considerations discovered during a detailed inspection of the existing facility, and a review of anticipated construction costs as they related to the established design goals and guidelines. "No project" would involve leaving the pump station in its existing condition. With this approach the station would continue to be subject to sewer infiltration and inflow, insufficient emergency storage, and potential pump failure because of electrical equipment exposure to flooding, II. ENVIRONMENTAL SETTING: Pump Station Site The existing pump station site is located at the southeast corner of Third Street at its intersection with `B" Street (see Attachment 3). Cottonwood Creek flows along the south side of the site. This property is nearly flat with an elevation of approximately 23 feet msl. Drainage from the developed portion of the site is intermittent sheetflow across a paved pad northerly to `B" Street and westerly in the street gutter to a point just east of the Moonlight Beach State Park vehicle access driveway and into Cottonwood Creek. The creek enters culverts under the driveway and volleyball courts beyond and discharges onto the beach and into the ocean. A minor portion of the undeveloped site drains southerly directly into the creek above stream from the culverts under Third Street. Vegetation on the site is limited to exotic plant materials in the form of shrubs, trees, and ground cover, and a sparse coverage of non - native weeds and grasses. Vehicle and pedestrian access is by a paved driveway connecting to `B" Street just east of the intersection with Third Street. Immediate Surrounding Area There are single and multi - family one and two story dwellings and a motel across `B" Snf10 Street to the north. An undeveloped portion of Moonlight Beach State Park lies adjacent to the east and on the south side of Cottonwood Creek. These areas support a mix of native and non - native weeds, grasses, shrubs, and trees and have been undergoing gradual restoration to a natural condition. To the west, across Third Street, is another undeveloped sector of Moonlight Beach State Park on each side of Cottonwood Creek. This area supports mostly non - native ground cover, and non - native weeds and grasses. The creek throughout its reach from the Coast Highway to the ocean supports sparse native riparian vegetation intermixed with exotic wetland species. III. ENVIRONMENTAL ANALYSIS: See Initial Study checklist (see Attachment 4). IV. DISCUSSION: Air Quality /Odors Hydrogen sulfide gas, a byproduct of anaerobic respiration occurring in wastewater, is odorous as well as corrosive to concrete and metals. This gas occurs at the existing pump station wet well and force main as well as in the sewer collection system. The current odor control system is not capable of controlling odors at the pump station as it can only treat odorous compounds while in liquid phase. The odor problem could continue with the proposed improvements. As mitigation, an evaluation of odor control systems shall be conducted during final design, and best - suited technologies incorporated into final plans and documents for implementation during construction to the satisfaction of the City Engineer. Candidate technologies include, but are not limited to, activated carbon, chemical scrubbers, and bio- filters. Biological Resources There would be no direct or indirect impacts to biological resources at or near the pump station site. However, proposed project landscaping could conflict with goals and objectives for restoration of the surrounding park areas to a natural condition. As mitigation, project landscaping shall consist of native species and/or non - invasive drought tolerant exotic plant materials compatible with the surrounding restored natural habitat. Such landscaping shall be incorporated into final plans and documents for implementation during construction to the satisfaction of the City Engineer. Noise Short-term project construction noise would be kept at, or below normal limits required by the City Noise Ordinance and Performance Standards. However, long -term operations of the improved and upgraded pump station related to pumps, ventilation system, and 6of10 outside equipment could exceed acceptable levels. As mitigation, an evaluation of noise shall be conducted during final design and best suited technologies incorporated into final plans and documents for implementation during construction such that noise standards for residential land uses as established by the City General Plan, Noise Ordinance, and Performance Standards are met to the satisfaction of the City Engineer. V. RECOMMENDATION: On the basis of this initial evaluation: The proposed project would not have a significant effect on the environment, and a NEGATIVE DECLARATION should be prepared. X Although the proposed project could have a significant effect on the environment, there will not be a significant effect in this case because the mitigation measures described in Section IV above have been added to the project. A MITIGATED NEGATIVE DECLARATION should be prepared. The proposed project MAY have a significant effect on the environment, and an ENVIRONMENTAL IMPACT REPORT should be required. Attachments: Attachment 1: Project Improvements/Upgrades Attachment 2: Building Architecture/Landscaping Attachment 3. Vicinity Map Attachment 4: Initial Study Checklist 7 of 10 ATTACHMENT 1 Project Improvements/Upgrades (5 sheets) F.19,61wll Building Architecture/Landscaping (2 sheets) ATTACHMENT 2 1 1Warl Basis for Design Figure 4 -6 North and East Elevations of New Pump Station Building x 26 Moonlight Beach SPS Pre - Design `'" "" March 2004 Basis for Design Figure 4 -7 South and West Elevations of New Pump Station Building 1:3 27 Moonlight Beach SPS Pre - Design `' March 2004 ATTACHMENT 3 PROJECT VICINITY MAP 10 of 10 0 i EU bbm a c Cc #i c 0 n yM 13i�rasT'*�'�i *iRxaK - � Jv& JL}y,' a '��y..�: � %•�a fOu 6 �fyd 4h r liw !.. r" �rer- 4n,. 4-, �, M. .,,.�..,�urry��_7Tt�nj`�•r -... 1 01.. 4 �a�` - � vim"`! . �' � +� �,:+t: •.l_ .s,_,•' -' +:"- �+^M„""M,....„+ � r�7 . � � .sue' °'��t'sr•`r.. « .M'' �, + • .R � , r r owl 0 '�..g owt n �, i "• i #.?.ate :.s. �;. -.� - +ee-.� i!i- �' .."�r.�w -, S .yd y1 ` }1 . u� µ Initial Study Checklist March 20, 2004 Coastal Development Permit ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED: The environmental factors checked below would be potentially affected by this project, involving at least one impact that is a "Potentially Significant Impact" as indicated by the checklist on the following pages. EVALUATION OF ENVIRONMENTAL IMPACTS: Aesthetics ❑ Agriculture Resources ® Air Quality /Odors ® Biological Resources E] Cultural Resources Geology /Soils Mitigation Hazards & Hazardous EJ Hydrology / Water F_� Land Use / Planning Materials I. AESTHETICS — Would the project: Quality Mineral Resources ® Noise Population / Housing vista? (Source #1, 2, 3, 4, 8, 10, 11: Not along a Public Services F—] Recreation Transportation/Traffic ❑ Utilities / Service Systems R Mandatory Findings of Significance Above ground building limited to 50 by 20 feet EVALUATION OF ENVIRONMENTAL IMPACTS: Page 1 of 16 ATTACHMENT 4 Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact Incorporation I. AESTHETICS — Would the project: a) Have a substantial adverse effect on a scenic vista? (Source #1, 2, 3, 4, 8, 10, 11: Not along a scenic highway or within a scenic view shed. Above ground building limited to 50 by 20 feet footprint to a maximum of 14 feet in height. Above ground building and outside equipment would not result in unpleasant appearance or view blockage.) b) Substantially damage scenic resources, El E including, but not limited to, trees, rock outcroppings, and historic buildings within a state scenic highway? (Source #1, 2, 3, 4, 8, 10, 11: No scenic resources of this type on site.) c) Substantially degrade the existing visual El character or quality of the site and its surroundings? (Source #1, 2, 3, 8, 10, 11: Above ground building limited to 50 by 20 feet footprint Page 1 of 16 ATTACHMENT 4 to a maximum of 14 feet in height. Above ground building and outside equipment would not result in unpleasant appearance or view blockage. Improved facility generally compatible with surrounding beach park and residential area.) d) Create a new source of substantial light or glare which would adversely affect day or nighttime views in the area? (Source #1, 2, 3, 8, 10, 11: Proposed project would not produce substantial long -term light or glare.) II. AGRICULTURE RESOURCES: In determining whether impacts to agricultural resources are significant environmental effects, lead agencies may refer to the California Agricultural Land Evaluation and Site Assessment Model (1997) prepared by the California Dept. of Conservation as an optional model to use in assessing impacts on agriculture and farmland. Would the project: a) Convert Prime Farmland, Unique Farmland, or Farmland of Statewide Importance (Farmland), as shown on the maps prepared pursuant to the Farmland Mapping and Monitoring Program of the California Resources Agency, to non- agricultural use? (Source #1, 2, 3, 4, 8, 10, 11: Project site not mapped as farmland.) b) Conflict with existing zoning for agricultural use, or a Williamson Act contract? (Source #1, 2, 3, 4, 8, 10, 11: Project site is not under Williamson Act contract). c) Involve other changes in the existing environment which, due to their location or nature, could result in conversion of Farmland, to non - agricultural use? (Source #1, 2, 3, 4, 8, 10, 11: No surrounding agricultural uses.) III. AIR QUALITY - Where available, the significance criteria established by the applicable air quality management or air pollution control district may be relied upon to make the following determinations. Would the project: a) Conflict with or obstruct implementation of the applicable air quality plan? (Source #1, 2, 3, 4, 7, 8, 10, 11, 13: Project must meet all federal and state EPA, regional SDCAPCD, and Encinitas City emissions requirements for construction and Potentially Significant Impact 0 Less Than Significant with Mitigation Incorporation X u Less Than Significant Impact L-1 FNI ❑ ❑ ❑ -J X VN No Impact POW 3 ►_l 061 07 Page 2 of 16 ATTACHMENT 4 operation.) b) Violate any air quality standard or contribute substantially to an existing or projected air quality violation? (Source #1, 2, 3, 4, 7, 8, 10, 11, 13: Project must meet all federal and state EPA, regional SDCAPCD, and Encinitas City emissions requirements for construction and operation.) c) Result in a cumulatively considerable net increase of any criteria pollutant for which the project region is non - attainment under an applicable federal or state ambient air quality standard (including releasing emissions which exceed quantitative thresholds for ozone precursors)? (Source #1, 2, 3, 4, 7, 8, 10, 11, 13: Project must meet all federal and state EPA, regional SDCAPCD, and Encinitas City emissions requirements for construction and operation.) Potentially Less Than Less Than Significant Significant with Significant Impact Mitigation Impact Incorporation C d) Expose sensitive receptors to substantial ❑ pollutant concentrations? (Source #1, 2, 3, 4, 7, 8, 10, 11, 13: Project must meet all federal and state EPA, regional SDCAPCD, and Encinitas City emissions requirements for construction and operation.) e) Create objectionable odors affecting a ❑ substantial number of people? (Source #1, 2, 3, 7, 8, 10, 11, 13: Revisions to pipe grades entering the pump station to eliminate supercritical/subcritical flows and resultant odors from nearby manholes. Proposed project could generate other objectionable odors. Hydrogen sulfide gas, a byproduct of anaerobic respiration occurring in wastewater, is odorous and can occur in the pump station wet well and sewer collection system. As mitigation an evaluation of odor control systems shall be conducted during final design and best suited technologies incorporated into final plans and documents for implementation during construction.) IV. BIOLOGICAL RESOURCES -- Would the project: a) Have a substantial adverse effect, either directly or through habitat modifications, on any F-1 species identified as a candidate, sensitive, or special status species in local or regional plans, policies, or regulations, or by the California Department of Fish and Game or U.S. Fish and Page 3 of 16 X 511 ❑D 01 1� X FE No Impact X X X IN M0 ATTACHMENT 4 Wildlife Service? (Source #1, 2, 3, 4, 8, 10, 11: No natural habitat or native plants on the site. No direct or indirect impacts to candidate, sensitive, or special status species on or off the site.) b) Have a substantial adverse effect on any riparian habitat or other sensitive natural community identified in local or regional plans, policies, regulations or by the California Department of Fish and Game or US Fish and Wildlife Service? (Source #1, 2, 3, 8, 10, 11: Project site set back at least 20 feet from Cottonwood Creek. No natural habitat or native plants on the site. No direct or indirect impacts to candidate, sensitive, or special status species on or off the site.) c) Have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water Act (including, but not limited to, marsh, vernal pool, coastal, etc.) through direct removal, filling, hydrological interruption, or other means? (Source #1, 2, 3, 8, 10, 11: Project site set back at least 20 feet from Cottonwood Creek. No natural habitat or native plants on the site. No direct or indirect impacts to candidate, sensitive, or special status species on or off the site.) d) Interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites? (Source #1, 2, 3, 4, 8, 10, 11: The project site is situated such that there would be no interference with wildlife movement.) e) Conflict with any local policies or ordinances protecting biological resources, such as a tree preservation policy or ordinance? ? (Source #1, 2, 3, 4, 8, 10, 11: Project landscaping could conflict with goals and objectives for restoration of the surrounding park area to a natural condition. As mitigation project landscaping shall consist of native species or non - invasive drought tolerant exotic plant materials compatible with the surrounding restored natural habitat.) Potentially Less Than Less Than Significant Significant with Significant Impact Mitigation Impact Incorporation ❑ ❑ ❑0 FE ❑- Conflict with the provisions of an adopted ❑ Habitat Conservation Plan, Natural Community Paae 4 of 16 07 FO W75 ❑■ No Impact U OR 0 C L-: ATTACHMENT 4 Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact Incorporation Conservation Plan, or other approved local, regional, or state habitat conservation plan? (Source #1, 2, 3, 4, 8, 10, 11: Consistent with MRCP. Project landscaping could conflict with goals and objectives for restoration of the surrounding park area to a natural condition. As mitigation project landscaping shall consist of native species or non - invasive drought tolerant exotic plant materials compatible with the surrounding restored natural habitat.) V. CULTURAL RESOURCES -- Would the project: a) Cause a substantial adverse change in the ❑ significance of a historical resource as defined in §15064.5? (Source #1, 2, 3, 4, 8, 10, 1 L Project site is disturbed and developed with no historical resources present.) b) Cause a substantial adverse change in the significance of an archaeological resource pursuant to §15064.5? (Source #1, 2, 3, 4, 8, 10, 11: Project site is disturbed and developed with no archaeological resources present.) c) Directly or indirectly destroy a unique paleontological resource or site or unique geologic feature? (Source #1, 2, 3, 4, 8, 10, 11: No known underlying geologic formations with possible paleontological resources.) d) Disturb any human remains, including those interred outside of formal cemeteries? (Source #1, 2, 3, 4, 8, 10, 11: No known human remains present.) V1. GEOLOGY AND SOILS - Would the project: a) Expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving: i) Rupture of a known earthquake fault, as delineated on the most recent Alquist -Priolo Earthquake Fault Zoning Map issued by the State Geologist for the area or based on other substantial evidence of a known fault? Refer to Division of Mines and Geology Special Publication 42. (Source #1, 2, 3, 5, 7, 8, 10, 11: No mapped faults.) ❑ ❑ ❑ ❑ ❑ ❑ ❑0 1 FEW El VN E-1 lefli 01 U �� a Paize 5 of 16 ATTACHMENT 4 Potentially Significant Impact ii) Strong seismic ground shaking? (Source #1, 2, ❑ 3, 5, 7, 8, 10, 11: Site subject to seismic shaking and possible liquefaction due to quakes along regional faults. All project improvements and upgrades must meet UBC requirements related to seismic safety.) iii) Seismic - related ground failure, including ❑ liquefaction? (Source #1, 2, 3, 5, 7, 8, 10, 11: Impacts and impact controls same as above.) iv) Landslides (Source #1, 2, 3, 5, 7, 8, 10, 11: ❑ Project site nearly flat and not prone to landslides.) b) Result in substantial soil erosion or the loss of ❑ topsoil? (Source #1, 2, 3, 5, 7, 8, 10, 11: Project site nearly flat and not subject to serious erosion. Site drainage would be directed away from nearby Cottonwood Creek and into the "B" Street drainage system. Less Than Significant with Mitigation Incorporation El Less Than No Significant Impact Impact ® ❑ FJ ❑ ❑ c) Be located on a geologic unit or soil that is ❑ ❑ ® ❑ unstable, or that would become unstable as a result of the project, and potentially result in on- or off -site landslide, lateral spreading, subsidence, liquefaction or collapse? (Source #1, 2, 3, 5, 7, 8, 10, 11: Project site not unstable or prone to landslides, lateral spreading, subsidence, or collapse; see above discussion for liquefaction.) d) Be located on expansive soil, as defined in ❑ ❑ NA F-1 Table 18 -1 -B of the Uniform Building Code (1994), creating substantial risks to life or property? (Source #1, 2, 3, 5, 7, 8, 10, 11: Underlying soils may include expansive clays. Project improvements and upgrades must meet UBC requirements as well as the City Grading Ordinance and Performance Standards for construction involving expansive soils.) e) Have soils incapable of adequately supporting ❑ ❑ ❑ the use of septic tanks or alternative wastewater disposal systems where sewers are not available for the disposal of wastewater? (Source #1, 2, 3, 8, 10, 11: Project does not involve septic tanks or alternative wastewater disposal systems.) VII. HAZARDS AND HAZARDOUS MATERIALS -- Would the project: Pan 6 of 16 ATTACHMENT 4 b) Create a significant hazard to the public or the environment through reasonably foreseeable upset and accident conditions involving the release of hazardous materials into the environment? (Source #1, 2, 3, 4, 7, 8, 10, 11: Proposed project would not involve hazardous materials.) c) Emit hazardous emissions or handle hazardous El El El or acutely hazardous materials, substances, or waste within one - quarter mile of an existing or proposed school? (Source #1, 2, 3, 4, 7, 8, 10, 11: Proposed project would not involve hazardous materials; not located near school.) d) Be located on a site which is included on a fist of hazardous materials sites compiled pursuant to Government Code Section 65962.5 and, as a result, would it create a significant hazard to the public or the environment? (Source #1, 2, 4, 7, 8, 10, 11: Project site not listed by the County as a hazardous materials site.) e) For a project located within an airport land use Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact for people residing or working in the project area? Incorporation (Source #1, 2, 3, 4, 7, 8, 10, 11: Project site not a) Create a significant hazard to the public or the located near an airport.) environment through the routine transport, use, or f) For a project within the vicinity of a private El E disposal of hazardous materials? (Source #1, 2, 3, for people residing or working in the project area? 4, 7, 8, 10, 11: Proposed project would not utilize (Source #1, 2, 3, 4, 7, 10, 11: Project site not hazardous materials.) located near an airstrip.) b) Create a significant hazard to the public or the environment through reasonably foreseeable upset and accident conditions involving the release of hazardous materials into the environment? (Source #1, 2, 3, 4, 7, 8, 10, 11: Proposed project would not involve hazardous materials.) c) Emit hazardous emissions or handle hazardous El El El or acutely hazardous materials, substances, or waste within one - quarter mile of an existing or proposed school? (Source #1, 2, 3, 4, 7, 8, 10, 11: Proposed project would not involve hazardous materials; not located near school.) d) Be located on a site which is included on a fist of hazardous materials sites compiled pursuant to Government Code Section 65962.5 and, as a result, would it create a significant hazard to the public or the environment? (Source #1, 2, 4, 7, 8, 10, 11: Project site not listed by the County as a hazardous materials site.) e) For a project located within an airport land use El El El plan or, where such a plan has not been adopted, within two miles of a public airport or public use airport, would the project result in a safety hazard for people residing or working in the project area? (Source #1, 2, 3, 4, 7, 8, 10, 11: Project site not located near an airport.) f) For a project within the vicinity of a private El E airstrip, would the project result in a safety hazard for people residing or working in the project area? (Source #1, 2, 3, 4, 7, 10, 11: Project site not located near an airstrip.) g) Impair implementation of or physically El El 1-1 Lnj interfere with an adopted emergency response plan or emergency evacuation plan? (Source #1, 2, 3, 4, 7, 8, 9, 10, 11: Project would not interfere with emergency response or evacuation plans.) h) Expose people or structures to a significant El El ® 0 risk of loss, injury or death involving wildland fires, including where wildlands are adjacent to urbanized areas or where residences are Pan 7 of 16 ATTACHMENT 4 intermixed with wildlands? (Source #1, 2, 3, 4, 8, 9, 10, 11: Project located adjacent to semi - wildland area. Controlled by fire code restrictions and regulations for fire suppression.) VIII. HYDROLOGY AND WATER QUALITY - Would the project: a) Violate any water quality standards or waste discharge requirements? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: Project site set back at least 20 feet from Cottonwood Creek. Site drainage would be directed away from nearby Cottonwood Creek and into the `B" Street drainage system. Project must meet all pertinent RWQCB requirements for construction and operation.) b) Substantially deplete groundwater supplies or interfere substantially with groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the local groundwater table level (e.g., the production rate of pre- existing nearby wells would drop to a level which would not support existing land uses or planned uses for which permits have been granted)? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: Project would not affect or use groundwater supplies.) c) Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on or off -site? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: No alteration of natural drainage pattern. Project site set back at least 20 feet from Cottonwood Creek. Site drainage would be directed away from nearby Cottonwood Creek and into the `B" Street drainage system. Project must meet all pertinent RWQCB requirements for construction and operation.) d) Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on- or off - site? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: Project would not alter existing drainage patterns. See above impacts and impact controls.) Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact Incorporation ❑ ❑ ❑ ❑ ❑ ® ❑ El ® ❑ Nee 8 of 16 ATTACHMENT 4 g) Place housing within a 100 -year flood hazard El El El area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: Project does not involve housing.) h) Place within a 100 -year flood hazard area El ® ❑ structures which would impede or redirect flood flows? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: Project above ground structure and equipment would not impede or redirect flood flows associated with Cottonwood Creek.) i) Expose people or structures to a significant risk of loss, injury or death involving flooding, including flooding as a result of the failure of a levee or dam? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: No exposure to levee or dam failure.) j) Inundation by seiche, tsunami, or mudflow? Potentially Less Than Less Than No (Source #1, 2, 3, 4, 5, 8, 10, 11, 14, 15: No Significant Significant with Significant Impact exposure to seiche or mudflow; although rare Impact Mitigation Impact along the coast, could be exposed to tsunami with Incorporation e) Create or contribute runoff water which would ® ❑ exceed the capacity of existing or planned stormwater drainage systems or provide substantial additional sources of polluted runoff? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: See above El discussion for erosion and sedimentation.) f) Otherwise substantially degrade water quality? El El knJ (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: No such violations or water quality impacts are anticipated; see above discussion for erosion and El El El sedimentation.) g) Place housing within a 100 -year flood hazard El El El area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: Project does not involve housing.) h) Place within a 100 -year flood hazard area El ® ❑ structures which would impede or redirect flood flows? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: Project above ground structure and equipment would not impede or redirect flood flows associated with Cottonwood Creek.) i) Expose people or structures to a significant risk of loss, injury or death involving flooding, including flooding as a result of the failure of a levee or dam? (Source #1, 2, 3, 4, 5, 8, 10, 11, 14: No exposure to levee or dam failure.) j) Inundation by seiche, tsunami, or mudflow? F El (Source #1, 2, 3, 4, 5, 8, 10, 11, 14, 15: No exposure to seiche or mudflow; although rare along the coast, could be exposed to tsunami with the same anticipated affects as development in low lying areas along the coastline.) IX. LAND USE AND PLANNING -- Would the project: a) Physically divide an established community? El (Source #1, 2, 3, 4, 8, 10, 11: Project site in a developed urban setting and not physically dividing established communities.) b) Conflict with any applicable land use plan, policy, or regulation of an agency with El El El jurisdiction over the project (including, but not limited to the general plan, specific plan, local Page 9 of 16 ATTACHMENT 4 Pan 10 of 16 ATTACHMENT 4 Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact Incorporation coastal program, or zoning ordinance) adopted for the purpose of avoiding or mitigating an environmental effect? (Source #1, 2, 3, 4, 8, 10, 11: Consistent with Moonlight Beach Park Plan, Encinitas General Plan, Encinitas Zoning Ordinance, Encinitas LCP and California Ocean Plan) c) Conflict with any applicable habitat F-1 F-1 El VNJ conservation plan or natural community conservation plan? (Source #1, 2, 3, 4, 8, 10, 11: Consistent with draft MHCP.) X. MINERAL RESOURCES -- Would the project: a) Result in the loss of availability of a known mineral resource that would be of value to the region and the residents of the state? (Source #1, 2, 3, 4, 8, 10, 11: No commercially extractable mineral resources on the site.) b) Result in the loss of availability of a locally F-1 1-1 F important mineral resource recovery site delineated on a local general plan, specific plan or other land use plan? (Source #1, 2, 3, 4, 8, 10, 11: see above discussion.) XI. NOISE - Would the project result in: a) Exposure of persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies? (Source #1, 2, 3, 6, 8, 10, 11: Short-term construction noise within normal limits. Project operational noise related to pumps, ventilation system, and outside equipment could exceed standards. As mitigation an evaluation of noise shall be conducted during final design and best suited technologies incorporated into final plans and documents for implementation during construction such that noise standards for residential land uses as established by the City General Plan, Noise Ordinance, and Performance Standards are met.) b) Exposure of persons to or generation of F-1 ❑ excessive groundborne vibration or groundborne noise levels? (Source #1, 2, 3, 6, 8, 10, 11: No excessive groundborne vibration or noise.) Pan 10 of 16 ATTACHMENT 4 c) A substantial permanent increase in ambient noise levels in the project vicinity above levels existing without the project? (Source #1, 2, 3, 6, 8, 10, 11: Short-term construction noise within normal limits. Project operational noise related to pumps, ventilation system, and outside equipment could exceed standards. As mitigation an evaluation of noise shall be conducted during final design and best suited technologies incorporated into final plans and documents for implementation during construction such that noise standards for residential land uses as established by the City General Plan, Noise Ordinance, and Performance Standards are met.) Potentially Less Than Less Than Significant Significant with Significant Impact Mitigation Impact Incorporation site not located within two miles of an airstrip.) d) A substantial temporary or periodic increase in ❑ ambient noise levels in the project vicinity above levels existing without the project? ? (Source #1, 2, 3, 6, 8, 10, 11: Short-term construction noise within normal limits.) e) For a project located within an airport land use ❑ plan or, where such a plan has not been adopted, within two miles of a public airport or public use airport, would the project expose people residing or working in the project area to excessive noise levels? (Source #1, 2, 3, 4, 6, 8, 10, 11: Project site not located within two miles of an airport.) f) For a project within the vicinity of a private El X ❑ ❑ No Impact no 0 041 airstrip, would the project expose people residing El El ❑ or working in the project area to excessive noise levels? ? (Source #1, 2, 3, 4, 6, 8, 10, 11: Project site not located within two miles of an airstrip.) XII. POPULATION AND HOUSING -- Would the project: a) Induce substantial population growth in an ❑ ❑ ® ❑ area, either directly (for example, by proposing new homes and businesses) or indirectly (for example, through extension of roads or other infrastructure)? (Source #1, 2, 3, 4, 8, 10, 11: Proposed project does not involve residential or commercial development. Capacity upgrades designed to meet ultimate demand as established by the adopted General Plan.) b) Displace substantial numbers of existing El El necessitating the construction of replacement housing elsewhere? (Source #1, 2, 3, Page 11 of 16 ATTACHMENT 4 4, 8, 10, 11: Proposed project does not involve housing.) c) Displace substantial numbers of people, necessitating the construction of replacement housing elsewhere? (Source #1, 2, 3, 4, 8, 10, 11: Proposed project does not involve housing.) XIII. PUBLIC SERVICES a) Would the project result in substantial adverse physical impacts associated with the provision of new or physically altered governmental facilities, need for new or physically altered governmental facilities, the construction of which could cause significant environmental impacts, in order to maintain acceptable service ratios, response times or other performance objectives for any of the public services: (Source #1, 2, 3, 4, 8, 10, 11: Project site served by existing infrastructure and facilities; no substantial impacts to existing or proposed public services anticipated.) Fire protection? Police protection? Schools? Parks? Other public facilities? XIV. RECREATION -- Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact ❑ Incorporation NA VN ❑ ❑ ❑ EK ❑ ❑ ❑ NA izsl NA ❑ ❑ ❑ NA VN ❑ ❑ ❑ ❑ ❑ ❑ RA a) Would the project increase the use of existing ❑ neighborhood and regional parks or other recreational facilities such that substantial physical deterioration of the facility would occur or be accelerated? (Source #1, 2, 3, 4, 8, 10, 11: Project would not increase use of existing parks.) b) Does the project include recreational facilities ❑ or require the construction or expansion of recreational facilities which might have an adverse physical effect on the environment? (Source #1, 2, 3, 4, 8, 10, 11: Project does not include recreational facilities or require construction or expansion of recreational facilities.) XV. TRANSPORTATION/TRAFFIC - -Would IN 0 u 4� 04 Pan 12 of 16 ATTACHMENT 4 Pam 13 of 16 ATTACHMENT 4 Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact Incorporation the project: a) Cause an increase in traffic which is substantial E in relation to the existing traffic load and capacity of the street system (i.e., result in a substantial increase in either the number of vehicle trips, the volume to capacity ratio on roads, or congestion at intersections)? (Source #1, 2, 3, 8, 10, 11: Anticipated vehicle trips by operation and maintenance personnel (2ADT) to remain the same.) b) Exceed, either individually or cumulatively, a El El El V-N level of service standard established by the county congestion management agency for designated roads or highways? (Source #1, 2, 3, 8, 10, 11: see above discussion.) c) Result in a change in air traffic patterns, including either an increase in traffic levels or a change in location that results in substantial safety risks? (Source #1, 2, 3, 8, 10, 11: Project would not involve air traffic.) d) Substantially increase hazards due to a design El D El feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment)? (Source #1, 2, 3, 8, 10, 11: Any necessary street improvements such as curbs, gutters, and sidewalks must meet City design standards.) e) Result in inadequate emergency access? D (Source #1, 2, 3, 8, 9, 10, 11: Project would not interfere with emergency access; subject to requirements of city's Uniform Fire Codes.) f) Result in inadequate parking capacity? (Source El El #1, 2, 3, 8, 10, 11: Adequate parking on and off the site available to operation and maintenance vehicles.) g) Conflict with adopted policies, plans, or El E programs supporting alternative transportation (e.g., bus turnouts, bicycle racks)? (Source #1, 2, 3, 8, 10, 11, 12: Project consistent with SANDAG Regional Transportation Plan policies and programs.) XVI. UTILITIES AND SERVICE SYSTEMS -- Would the project: Pam 13 of 16 ATTACHMENT 4 b) Require or result in the construction of new E D water or wastewater treatment facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? (Source #1, 2, 3, 7, 8, 10, 11: Proposed project improvements and upgrades consistent with all applicable wastewater treatment facilities plans.) c) Require or result in the construction of new storm water drainage facilities or expansion of El 0 El Lnj existing facilities, the construction of which could cause significant environmental effects? (Source #1, 2, 3, 4, 5, 8, 10, 11: Proposed project does not involve construction of storm water drainage facilities.) d) Have sufficient water supplies available to El ❑ 0 serve the project from existing entitlements and resources, or are new or expanded entitlements needed? (Source #1, 2, 3, 7, 8, 10, 11: Proposed project does not involve water supplies.) e) Result in a determination by the wastewater Potentially Less Than Less Than No treatment provider which serves or may serve the Significant Significant with Significant Impact project that it has adequate capacity to serve the Impact Mitigation Impact project's projected demand in addition to the Incorporation a) Exceed wastewater treatment requirements of NA the applicable Regional Water Quality Control Board? (Source #1, 2, 3, 7, 8, 10, 11, 14: Proposed project consistent with RWQCB wastewater treatment requirements.) ❑ E b) Require or result in the construction of new E D water or wastewater treatment facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? (Source #1, 2, 3, 7, 8, 10, 11: Proposed project improvements and upgrades consistent with all applicable wastewater treatment facilities plans.) c) Require or result in the construction of new storm water drainage facilities or expansion of El 0 El Lnj existing facilities, the construction of which could cause significant environmental effects? (Source #1, 2, 3, 4, 5, 8, 10, 11: Proposed project does not involve construction of storm water drainage facilities.) d) Have sufficient water supplies available to El ❑ 0 serve the project from existing entitlements and resources, or are new or expanded entitlements needed? (Source #1, 2, 3, 7, 8, 10, 11: Proposed project does not involve water supplies.) e) Result in a determination by the wastewater El ❑ treatment provider which serves or may serve the project that it has adequate capacity to serve the project's projected demand in addition to the provider's existing commitments? ? (Source #1, 2, 3, 7, 8, 10, 11: Proposed project improvements and upgrades consistent with all applicable wastewater treatment facilities plans.) f) Be served by a landfill with sufficient permitted ❑ E capacity to accommodate the project's solid waste disposal needs? (Source #1, 2, 3, 7, 8, 10, 11: Proposed project does not involve solid waste disposal.) g) Comply with federal, state, and local statutes El El and regulations related to solid waste? (Source #1, 2, 3, 7, 8, 10, 11: Proposed project does not involve solid waste disposal.) XVII. MANDATORY FINDINGS OF SIGNIFICANCE -- Pan 14 of 16 ATTACHMENT 4 b) Does the project have impacts that are 0 individually limited, but cumulatively considerable? ( "Cumulatively considerable" means that the incremental effects of a project are considerable when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects)? (See sections I. through XVII. a. No considerable cumulative impacts are anticipated.) c) Does the project have environmental effects El IK which will cause substantial adverse effects on human beings, either directly or indirectly? (See sections I. through XVII. b. The project would not result in substantial adverse effects on humans.) Information Sources (1) City of Encinitas, 1989 as amended. Encinitas General Plan and Zoning Code. Encinitas: City of Encinitas. (2) CottonBeland/Associates Inc., 1988 updated. Master Environmental Assessment City of Encinitas. Encinitas: City of Encinitas. (3) CottonBeland/Associates Inc., 1988 updated. Final Environmental Impact Report for the Encinitas General Plan and Zoning Ordinance City of Encinitas. Encinitas: City of Encinitas. (4) City of Encinitas, 1989 updated. "Encinitas General Plan Program Land Use Policy Map" and "Encinitas Zoning Map." BlacklineBlueline maps prepared for the City of Encinitas, Encinitas, California. (5) City of Encinitas, 1993. Municipal Code Chapter 23.24(Ordinance No.88 -16) Relating to Grading, Erosion, and sediment Control. City of Encinitas, Encinitas, California. Paae 15 of 16 ATTACHMENT 4 Potentially Less Than Less Than No Significant Significant with Significant Impact Impact Mitigation Impact Incorporation a) Does the project have the potential to degrade the quality of the environment, substantially reduce the habitat of a fish or wildlife species, cause a fish or wildlife population to drop below self - sustaining levels, threaten to eliminate a plant or animal community, reduce the number or restrict the range of a rare or endangered plant or animal or eliminate important examples of the major periods of California history or prehistory? (See sections IV. and V.) b) Does the project have impacts that are 0 individually limited, but cumulatively considerable? ( "Cumulatively considerable" means that the incremental effects of a project are considerable when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects)? (See sections I. through XVII. a. No considerable cumulative impacts are anticipated.) c) Does the project have environmental effects El IK which will cause substantial adverse effects on human beings, either directly or indirectly? (See sections I. through XVII. b. The project would not result in substantial adverse effects on humans.) Information Sources (1) City of Encinitas, 1989 as amended. Encinitas General Plan and Zoning Code. Encinitas: City of Encinitas. (2) CottonBeland/Associates Inc., 1988 updated. Master Environmental Assessment City of Encinitas. Encinitas: City of Encinitas. (3) CottonBeland/Associates Inc., 1988 updated. Final Environmental Impact Report for the Encinitas General Plan and Zoning Ordinance City of Encinitas. Encinitas: City of Encinitas. (4) City of Encinitas, 1989 updated. "Encinitas General Plan Program Land Use Policy Map" and "Encinitas Zoning Map." BlacklineBlueline maps prepared for the City of Encinitas, Encinitas, California. (5) City of Encinitas, 1993. Municipal Code Chapter 23.24(Ordinance No.88 -16) Relating to Grading, Erosion, and sediment Control. City of Encinitas, Encinitas, California. Paae 15 of 16 ATTACHMENT 4 (6) City of Encinitas, 1993. Municipal Code Chapter 9.32, Noise Abatement and Control. City of Encinitas, Encinitas, California. (7) City of Encinitas, 1993. Municipal Code Chapter 30.40, Performance Standards Relating to Noise, Toxic Materials, Drainage /Grading/Erosion Control, and Airborne Pollutants. City of Encinitas, Encinitas, California. (8)Curtis Scott Englehorn and Associates, 2004. Field reconnaissance of project site and surroundings. (9) Encinitas Fire Protection District, 1990 revised. "Encinitas Fire Protection District Strategic Plan." Prepared for Encinitas Fire Protection District, Encinitas, California. (10) Engineering Services, 2003. Permit Application for Coastal Development Permit. Prepared for submittal to City of Encinitas Planning and Community Development Department, Encinitas, San Diego, California. (11) PBS &J, 200. Moonlight Beach Sewer Pump Station Pre - Design. Report prepared for the City of Encinitas, Encinitas, California. (12) San Diego Association of Governments [SANDAG] 2000. "2010 Regional Transportation Plan." Prepared by SANDAG, San Diego, California. (13) San Diego County Air Pollution Control District [SDCAPCD], 2000. 'Regional Air Quality Strategy." Prepared by SDCAPCD, San Diego, California. (14) California Regional Water Quality Control Board, San Diego Region, 2000. Waste Discharge Requirements for Storm Water and Urban Runoff. Waste discharge requirements prepared by the California Regional Water Quality Control Board, San Diego Region, San Diego, California. (15) County of San Diego, 1999. County Regional Standard Drawings pertaining to traffic controls for construction and maintenance work zones. Drawings prepared by the County of San Diego, San Diego, California. All above documents are on file and available for review at the Encinitas Engineering Services Department, 505 South Vulcan Avenue, Encinitas, California. 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Uo _I .......... co I h I I I x I I I i C -a co C> rA C) 4) 2 CL En Cc LL co 4) 0 0 LD LU > LL cc =, :D W W U.1 D. C-9 0 C�\ o O'V 0 2 -, LL 0 \W L cc cc Cr Lij — Lu j= 0 LLJ LU cc al z z LU z LD 1 � ll,r CON GENERAL ENGINEERING, INC. N STREET • VISTA, CA 92083 • TEL 760/630 -9570 • FAX 760/630 -3648 • STATE CONT. LIC. #540704 June 22, 2007 City of Encinitas 505 S. Vulcan Encinitas, Ca. 92024 Attention: Kipp Hefner Reference: Moonlight Beach Sewer Pump Station Rehabilitation Project City of Encinitas, Ca CEE04J Document No. 0501 -A -35 Subject: Sloan Electric Certification Gentlemen, Attached for your use / records, please find the technical data, repair records and certification from Sloan Electric, along with the confirmation of extended warranty from Fairbanks Morse for the rebuilt motor for pump No. 3 If you have any questions, please feel free to me at (760) 630 -9570 ext 212 Sincerely, 9 D e E. erquiit — •, Falcon General Engineering, Inc. Project: Moonlight Beach Sewer Pump Station Rehabilitation Project Am 4r 0AN---,,v4k SaIAN "FiELtAft /f_.ETY CENTERED d6iVT£NA NCE S• RVIC E'° Electric Company —19910v 24 - HOUR SERViCE June 12,2007 Falcon General Engineering, Inc. 572 Collyn Street Vista, CA. 92083 Attn: Dale E. Winterquist Subject: 60HP, 1200RPM, 460 Volt 404VP Frame U.S. Electric motor We certify that the spec sheets that we sent you are the same spec sheets that we use in our repair processes. A ks /' WVL� Step 4n Watson Operation Manager Sloan Electric 619- 239 -5174 ext. 304 619 - 239 -5086 Fax Swatson @sloanelectric.com ALL QUOTES ARE VALID FOR 30 DAYS License #286497 3520 Main Street, San Diego Ca. 92113, Telephone: 619 - 239 -5174, Fax: 619- 239 -5086 W W W.SLOANE LECTRIC.COM 5/14/2007 Falcon General Engineering, Inc. 572 Collyn St. Vista CA 92083 Attn: Dale Winterquist � -- EM Re: Moonlight Beach Motor Refurbishment and Warranty Issues FMPC Project # 088980 Dear Dale, Western Regional Sales Office Municipal and Industrial Sales 2445 S Gearhart Fresno, CA 93725 Phone: 559 - 265 -4371 Fax: 559 - 266 -5341 This letter is a follow up to last Friday's meeting with the owner regarding the failure of one of the vertical motors at the Moonlight Beach Pump Station. Fairbanks Morse understands that the owner has serious concerns regarding the quality of a repaired motor as compared to a new motor. After the meeting, I spoke directly with Sloan Electric, and they have properly documented the items we discussed during the meeting relating to the materials and workmanship utilized for the repair of the motor. Their internal documentation includes the following: • Records documenting that the wire used to rewind the motors was pulse resistant magnet wire which complies with NEMA MGl 1993 Part 31. • Records documenting the epoxy used to seal the windings, and the VPI process utilized. The VPI process exceeds the originally specified winding insulation system. • Records documenting that the replacement bearings for the motor were supplied by the OEM, US Electric Motors • Records documenting that the new thermostats which were utilized during the rewinding of the motor meet OEM guidelines • Records documenting that all bearing, shaft and machine fits and tolerances meet or exceed OEM requirements for this motor. • Routine test report, after refurbishment and rewinding • Records of motor rotor dynamic balance confirmation • Status report on Sloan Electric's ISO 9001 certification. (Sloan Electric is currently finishing their ISO 9001 certification process.) I have asked Sloan Electric to prepare a formal submittal of this data for your review. In addition, I have asked them to formally state their fmdings with regards to the original cause of the failure in this motor. As soon as we have schedule commitment from Sloan with regards to the submittal of their report, we will advise you when to expect this data. Finally, I have confirmed with our factory that Fairbanks Morse will extend the warranty on this motor to 36 months after successful start up and acceptance. If you have any questions regarding these issues, please feel free to contact me at your convenience. �> Pentair Pump Group Sincerely, Brant Williams Western Regional Manager, FMPC cc: Daryl Palmer, FMPC Field Service Coordinator Elmo Dagondon, Flo- Systems Steve Watson, Sloan Electric / Pentair Pump Group Steve Watson From: Dennis Rimmel Sent: Wednesday, May 23, 2007 12:38 PM To: Steve Watson Cc: Jerry Gray; Mark Bowers Subject: RE: ISO Steve: we are currently " ISO Compliant ". This means that we have all ISO documentation in place and are currently in the process of personnel training of ISO documentation requirements, prior to formal certification, Dennis Rimmel Manager, Technical Services Director, Quality Assurance Sloan Electric 619 515 9691 X303 drimmel(cD-sloanelectric.com email I ....................... . ............... . . . . . . ... . ..................... I ............... Steve Watson From: Fred.Spaid@emutorsoom Sent Thursday, May U3.2U070:04AM To: Steve Watson Cc DenniaRimme| Subject: RE: Warranty Request Sloan Job 1242Q Attachments: VVSC421068,pdf Sinvc. |kzcix the vjodin��u(a The �i||b�cnroin&f�oo��FKLh�� have thcn�io stock undthe dxrrniuu1utsvxil| bo coming 1roo` our distribution rcnior. Thanks. Fred Fromm: Steve Watson [maUto: Sent: Thursday, May 03 3007 10:44 AM To: Spaid, Fred [EMC/STO Cc: DENNIS RIMMEL Subject: RE: Warranty Request Sloan Job 12429 Thanks Fred From: [maUko:Fred. Sent: Thursday, May 03, 20078:21AM To: Steve Watson Cc: Dennis Rimmel Subject: RE: Warranty Request Sloan Job 12429 Steve, Let's ao ahead and rewind. the motor, Please use L(}{4#l544h. 8ju�{onwn�aconk`�ctxpc,�xn� sooneoon�potcrJi�icubien and |onuunnb�io look upany biUo[ nlm{oduoxolcannot get you the winding data. [[undwhen our [[ otgets\hcirac( together., | will send vou the iril'orination. Ilianks. Fred From: Steve Watson [maiho: Sent: Thursdoy, May 03, 200710:15AM To: Spoid, Fred [EM[/STL Cc: DENNIS RDMMBL Subject: RE: Warranty Request Sloan Job 12429 Fred. REPAIR RE CORD Horizontal Motor Machine Fit Inspection Customer Name RA t oo n G u Qualigr Date: 15-d--o 7 Job#: 1. Keyway I 4-q J, C'l Co2jpLetea By: _ Item Measured Deviation Qualigr Repair Re 'd 1. Keyway 37 2. Shaft 3. DE I fousing 4. DE. Journal 5. OD FI I lousing 6. ODE Journal' 7, ODE Shaft 8. Faii Journal 9. DE Rabbet 10. ODE Rabbet Drive End (DE) ) 0L Bearing Suffix Letters Bearing MannWturer ROTOR Notes Opposite Drive End (ODE) 1� Bearing # 6wr, Bearing Suffix Letters Bearing %nufacturer io"O Ville! COT), ,I k onhoik',,l Page 6 of 7 Revision: 3 . .. ..... .. ................. ..... Originator: D.Riminel Orig. Issue Date: 8-Sep-04 Revision Date: O5- Jan -06 J 0 SCHENCK Rotortype Data TEST (modified) 09.05.2007 11:09 Balancing mode: Dynamic a = 7.750 in b = 4.620 in c = 5.000 in rl= 4.500 in n = 700 rpm r2= 4.500 in Tolerance: in correction planes user defined Left : 34.3 gin Right: 34.3 gin Correction Position: Plane: Left Right Distribution: polar polar Correction Method: Plane: Left Method: masses Material: add Plane: Right Method: masses Material: add Measuring results: A Run: 1 Measure Speed: 719 rpm Left in tol: 27.3 gin Right: 4A, in tol: 28.7 gin Run: 2 Measure Speed: 719 rpm Left : in tol: 11.5 gin Right: in tol: 5.52 gin ,4jv room ]REPAIR RECORD Final Test Report Date: S-11-0 7 Jobs: --- Completed By- Vibrations Readings Meter: Test Speed (RPM): -4-LAOLGL—.– Filter: Visual Inspection Attachments reinstalled? Leads Ok? Thermals have circuits`' Accessories: Job File Co Ungi iat —Orig. Issue Date: S -Sen- Page ate8-Sen- Exterior OK? Shaft OK? -1-e Damaged as? O) Z1- -�e Page 5 of 7 j Revision:' ) Revision Date: 05-Jan-06 Displacement (mils) Velocity (inches/sec) Drive end Horizontal: Lo E Vertical: Axial: Opp. Drive end horizontal: F. t7 Vertical: 117 Dynamic Residual Unbalance: Max allowable: gram- inches Initial Left gm-11) Right ginin Final Left gm -in Right gm-in Visual Inspection Attachments reinstalled? Leads Ok? Thermals have circuits`' Accessories: Job File Co Ungi iat —Orig. Issue Date: S -Sen- Page ate8-Sen- Exterior OK? Shaft OK? -1-e Damaged as? O) Z1- -�e Page 5 of 7 j Revision:' ) Revision Date: 05-Jan-06 Final Report Date: 7 Job#: d q jej By: General Test 5. Resistance to ground CC) V D C: '—)b C) M E G S: f 7) YN C, 6. 1 lipot-. uAl@,): VDC 7. Surge test O.K.? J-r� % —M() volts & Phase to phase resistance in OHMS S. No load test: 6. Single Phase test: 8. Growl rotor OK? Yes \ No A-13: -3- A-C: R-C. Amps: volts: Amps: J Volts: Amps: volts: Voltage: Amps A-13: AmpsA-C.- 6e Amps B-C: 6l� Mechanical Checks Bearings Packed: V r Sounds OK: y e --) Runs Cool: Y�'.-,3 Temperature Room: Drive End: 9c� Type of Grease: P8) 0 re!pj - 7- Amount of end play: I - I Running Time: Zn MIt Skin: I Opp. Drive End: M :Y . - .,,,,r", Mesta 1� fClJFe5ertEaElVe OT 71:1 AWG heavy build copper. - THERMAL PROPERTIES THERMOPLASTIC FLOW TYPICAL PERFORMANCE :390 °C REQUIRED PERFORMANCE: 30VC, minimums' HEAT SHOCK RESISTANCE TYPICAL PERFORMANCE: No topcost or basecoat cracks REQUIRED PERFORMANCE: 20%, 3XD, no crackst THERMAL AGING TYPICAL PERFORMANCE- 215 °C REQUIRED PERFORMANCE: 2WC, minimum? 1w,000 IS H ULTUSHIELU• PLUS TirennW Aging ZMA 1©A 5 t? J r e 5 D Tempdaraturn •C (Vk) ,F.LjUICAL PROPERTIES_ ABRASION RESISTANCE: UNIDIRECTIONAL TYPICAL PERFORMANCE: 1966 g„ ,avg, REQUIRED PERFORMANCE: 115Q g., rninimUm avg.t ABRASION RESISTANCE: REPEATED SCRAPE TYPICAL PERFORMANCE: 250 strokes, avg.* "sex C?KeRC+r PHYSICAL PROPERTIES tcm'd. ADHESION AND FLEXIBILITY TYPICAL PERFORMANCE: No topcoat or basecoat cracks REQUIREO PERFORMANCE: 20%, 3XD, no cracks' COEFFICIENT OF FRICTION TYPICAL PERFORMANCE: Dry Luba: T02 - 0.06* ELONGATION TYPICAL PERFORMANCE: 38% REQUIRED PERFORMANCE: 32%, minimurnt SPRINGBACK TYPICAL PERFORMANCE: 48 degrsas REQUIRED PERFORMANCE: 58 degrees, maximum? ELECTRICAL PROPERTIES DIELECTRIC BREAKDOWN VOLTAGE ROOM TEMPERATURE TYPICAL PERFORMANCE: 72,900 volts, avg, REQUIRED PERFORMANCE: 5,760 volts, mintmumt RATED TEMPERATURE TYPICAL PERFORMANCE' 10,982 volts, avg. REQUIRED PERFORMANCE: 4,275 volts, minimums ;r '4 ,, ,. CONTINUITY TYPICAL PERFORMANCE: s I fauiV100 R. REQUIRED PERFORMANCE: 5 fauits/s00 ft, maAdrnumt CHEMICAL PROPERTIES SOLUBILITY {r TYPICAL PERFORMANCE: Pa' sses °: REQUIRED PERFORMANCE: 580 g, Scrape, minimUmt REFRIGERANT RESISTANCE (R-22) EXTRACTION TYPICAL PERFORMANCE: 0.02%, maximUM REQUIRED PERFORMANCE: 0.25%, maximumt DIELECTRIC BREAKDOWN VOLTAGE TYPICAL PERFORMANCE: I I AB volts REQUIRED PERFORMANCE: 5,700 volts, minimumt • is�n•ti'ditxrd >•liEMA u'Essaxi`Sie'Grdt �' '=1w wAnt aACwn nrnttat f9nicd twrogs eetWlt tad tre rot intmdel to k ut'd is dtstgrr daft ar tatdRca�fon dmRc. Btu •6!sintdI.sa'dtMtQA" twkAd 000 1"w tt 1wc, vgtl a M volt a dn4t aobr tph�x- Io-phaatj ARTAtOmt'u a! KMA MW +W2 441St' ttw rK w MW 73-4, •a •vt c.i.4. Ali sales are 11*80tto standard Essex +terms and candWons. Copies are evadable on request, Quality Systems Registered to ISO 9007, ISO 9002, QS -8000, CertCSR -QS -002 / j A, OESS" Group, 'Pc- 1609 Wall � Fort Wayne, IN 46802 ESSi7C 4Nt t1 A. i r d NEEMA MW 35 -C, rr k1W 73 -C Class 200" Capper - Round Conductor - Polyester /Polyamideimide coated magnet wire /winding wire APPLICATION ULTRASHIELDa PLUS magnet wire has been specifically designed for use in motors that maybe subjected to higher voltage spikes present in inverter duty applications. The combination of the modified polyester basecoat and amide -imide topcoat provides an insulation system with outstanding toughness and excellent dielectric properties. ULTRASHIEL0 PLUS magnet wire has improved voltage endurance and thermal properties, compared to standard NEMA MW 35 -C magnet wire, white retaining superior chemical resistance to common solvents and refrigerants. ULTRASHIELDa PLUS conforms to all of the requirements of NEMA MW 35 -C and MW 73 -C. ULTRASHIELD" PLUS may be considered but not limited to the following applications: • Inverter Duty Drive Motors • Rotating Machines Hermetic Motors OC Motors Power Tools Automotive Alternators and Generators • Transformers All dry types through Class 2040 • Electronics All types of coils through Class 20V Lime life on 575 V love~ Test Set — Heew Triote Quad Heavy tJUPASNtELD• PLUS Q"IftX'° "SEX tmostw* GPIMR -2 V& ENGINEERING HIGHUGHTS t. THERMAL. CLASSIFICATION ULTRASHIELD'PLUS magnetwira on copper conductoris UL listed at 2WC, and is recommended for NEMA MW 35 -C and MW 73 -C wire applications with higher burnout requirements. 2. THERMOPLASTIC I LOW ULTRASHIELD" PLUS magnet wire has excellent thermoplastic_<:1. flow (cut -thru) properties, with typical test values of 3w%° 3. VYLNOASILITY YXII x= ULTRASHIELOO PLUS magnet wire has been extensively wouf in various motor applications and has been highly commended.. for its superior windeoility performance. 4. ELECTRICAL Voltage endurance isthe area where ULTRASHIELD* PLUS magnet wire really excels. Testing with sinusoidal and with inverter waveshapes shows that ULTRASHWADO PLUS magnet wire lasts many times longer than standard NEMA MW 35 -C and MW 73 -C insulation (see graph at lower left). While no standards for this type of testing have been universally accepted, our testng shoves dramatic improvement in insulation life, especially under severe duty applications at higher temperatures. 5_ CHEMICAL ULTRASHIELD• PLUS magnet wire has been tested for resistance ' to R -22 refrigerant and the results show it to be co' mpatible for hermetic systems. Successful results are also seen with samples tested for.24'�";ir�,>'�� hours at room temperature in a wide variety of other s1l ven' s such as petroleum naphtha, toluene, ethanol. 5% sulfuric a'e.id; 1% potassium hydroxide, butyl acetate, and acetone. 6. TERMINATION Insulation piercing, mechanical stripping, and flame welding processes can all be used successfully with ULTRASHIELO° PLUS magnet wire. If the connection is to be soldered, it-is recommended that mechanical stripping be used to remove the insulation prior to soldering. 7. NORMAL AVAILABILITY • Round Copper: 9 through 30 AWG, Heavy Build (Other Sizes and Builds by Special Arrangement) J Quality Systems Registered to ISO 9041, ISO SO42, OS -9M, C9rt #O.SR -QS -402 tssex Graup, Inc., 1601 Well Street, fort Wayne. IN 46N2 ! �� fir•' °`', , -�' "r. TABLE OF CONTENTS SECTION 7 7.0.OTREATMENTARI.�.'A. 7.1.0 TREATING WOUND APPARATUS. 7.1.1 VARNISH DIP. 7.1.2 VPI 7.1.') RAPID PROCESS 7.1.2 VPI CONTROL TASK:To Vacuum Pressure Impregnate (VPI) Wound Apparatus. RESPONSIBLE FOR CONTROL: Employee assigned to performing VPI process. PROCESS STANDARDS: CAUTION: SILICONE GREASE SHALL NOT BE USED ON STATOR FITS THAT ARE TO BE VPI PROCESSED. USE TEFLON MASKING COMPOUND OR SPRAY, Material: Epoxy Resin 478. Viscosity must be between 2500 and 4500 centipoises, at 25 6C. Process: L COAT BRACKET REGISTERS WITH PTFE RELEASE MOLD ON TOP OF DIVERSIFIED BRANDS 500309 PRINTABLE MOLD RELEASE SPRAY. COAT TAPPED HOLES WITH MASKING GREASE OR INSERT BOLTS DIPPED IN PTFE MOLD RELEASE. CAU'IFION - DO NO-1 ALLOW VIO1,1) RE ASE OR MASKIN(: (;1 l`12AS E TO CONTACT THE, t VINDINGS OR. LAMINATIONS. 2. SEAL LEAD ENDS WITH AIR DRY EPDXY AND TAPE. DO NOT USED FIBER WRAPPED LEADS ON CORES WHICH WILL BE INSERTED INTO FRAMES AFTER TREAT. >. PREHEAT TO 250 -F, THEN COOL TO 150 -F 4. STATOR TREATMENT TEMPERATURE: 70 to 90'F MEASURED AT THE CENTER OF THE STATOR BORE, WITHIN 10 MINUTES OF STARTING THE DRY VACUUM. 5. PLACE THE UNIT IN THE; TREATMENT TANK AND PULL A DRY VACUUM ON THIS TANK, MAINTAIN AT LEAST I MM HG PRESSURE THE LAST 30 MINUTES. Note: If possible, tilt stator so that the resin will not pool or, flat surfaces or be trapped in pockets, Note: Cores with ventilation air ducts must be placed horizontal to prevent build up of'epoxy in the ducts. If not possible, the ducts must be cleaned of' all epoxy before curing. Controlled Document Page I of 4 Issue: 19-Dec-06 (Printed Copies for RetCrence Only "I", i, Vl`tk--� Yri —€.RevO ,-SLOAN- %.—Eltdrie Company , 6. INTRODUCE ]'HE RESIN INTO THE TREATMENT TANK. THE RESIN LEVEL SHOULD 13E AT LEAST ABOVE THE COILS. INSURE LEADS ARE NOT COVERED WITH RESIN. 7. WHEN AIR IS EVACUATF.I.) FROM THE RESIN ( MAJOR BUBBLING STOPS ), RELEASE VACUUM AND IMMEDIATELY PRESSURIZE THE TANK TO 60 PSI MINIMUM, HOLD THIS PRESSURE FOR 30 MINUTES. 8. RELEASE PRESSURE AND REMOVE RESIN FROM THE PRESSURE TANK. 9. ALLOW UNIT TO DRAIN FOR 15 MINUTES MIN, AND THEN WIPE OFF EXCESS RESIN FROM FRAME AND CORE. Note: insure all ventilation air ducts, if any, are cleaned of all epoxy. 10. CURE AT 300 TO 325 'IF FOR 6 HOURS IN A VERTICAL POSITION, IF POSSIBLE, WITH THE CONNECTIONS DOWN. CURE TIME TO START AFTER REACHING 300 -F AT EVERY POINT ON THE STATOR CORE. REFER TO INSTRUCTION FOR ESTIMATING TIME TO REACH TEMPERATURE. REASON FOR CONTROL: Vacuum Pressure Impregnation (VI'l) provides maximum sealing protection for the Windings against moisture, It gives the further advantage of strong mechanical support 11or the coils to brace them against vibration and current surges while at the same time allowing for good heat transfkr to keep the motor running cooler. All of these features work ill unison to extend insulation li fb. thus resulting in longer motor service. Controlling the steps used in this process ensures that these features will be obtained. Correct preheating removes all moisture to increase insulation resistance to a maximum value. Complete evacuation of gases eliminates voids and results in a strong bond with good heat transfer characteristics. Application of the required pressure for the proper time works to fully impregnate the windings with the polyester resin. And proper oven curing guarantees a strong, hard finish. MEASUREMENT: Tools/Equipment V PI system, crane, apparatus support fixtures. contact pyrometer or equivalent, hand tools. Meggar. ROUTINE REPORTING OF DATA: Employee Time Ticket lorm # xxx Job Information Form .1 xxx Supplemental Inspection Form(s) #1 xxx Series Miscellaneous OPERATING PROCED t T )RES: Controlled Document JILa,,je 2 of 4 (Printed Copies for Reference Only) Ensue: 19-13ec-06 Rev 0 -411SIUMV -- h., Del�*kcomva. I NOTE V � I 1: 1 he number of NIP, treatments applied , r 11 the apparatus must first be in accordance with the Customer's specification it'given, otherwise apply the standard. Service Center practice of one VPI treatment per apparatus followed bv one varnish Treatment to provide a smooth finish that will resist the accumulation of dust and dirt. NOTE 2: For stators that are scheduled for VPI Treatment. the connecting joints for the external leads need special attention to ensure that no air pockets are left in the winding after Vill[ Treatment. The leads may be lett oi7f.*until the stator is processed and then be installed. Another method is to liberally treat the winding to lead braze joint with a material such as RTV and then insulate per' Appendix U. This will prevent the "Wicking" effect during the VP1 process and minimize the amount of resin that goes into the lead cable. 1.0 Meggar windings to verify that insulation resistance meets customers p A. ecification, if given; otherwise use Service Center standard values given in Appendix A Consult Supervisor it' :_11 insulation resistance is below standard. Z-- 2.0 Prepare the apparatus for treatment by protecting all fits, threaded holes, nameplates, shaft and machined surfaces. Use a dn, releasing agent. masking g Surfaces, compound or equivalent to cover CAUTION: SILICONE GREASE SHALL NOT BE USED ON ANY PART THAT IS TO BE VPI PROCESSED. USE TEFLON MASKING COMPOUND OR SPR,,ky. 3-0 Thoroughly dry the apparatus before treating. The procedure is to preheat to at least 200'F (93 °C) in an oven for lour hours. 4.0 Oil completion of the preheat period, remove the apparatus from the oven and allow it to cool to a temperature of'] 04`17 -11 n))F (39 °C - 42'C), but not less than ambient room temperature, before treating. Attention to this requirement prevents condensation of humidity on insulation surfaces. 5.0 During this cooling :n _, period check the resin in the storage tank for Correct temperature and level. Temperature should be between 60"F - 65 °F (I 50C - 18 °C) and resin level Must be sufficient to allow complete immersion of the apparatus. During this period, inspect all water- cooled stators to insure that their inlet and outlet pipe connections are tightly scaled to prevent the entrance of resin. 6.0 With the critical surfaces protected and the windings thoroughly dry, perform the following tasks ot'loading. evacuating, resin submerging, pressurizing and unloading the apparatus in the VPI operating procedures as specified in Sloan Electric Company Process Standard PCD 011. NOTE: Collector rings of xvound rotors may be immersed, ii'desired. CAUTION: NO PORTION OF A COMMUTATOR, INCLtjD1NG RISERS, SHOULD BE IMMERSED. THE COMBINED EFFECT OF THE VACUUM CYCLE FOLLOWED BY A PRESSURE CYCLE, WITH ANY PORTION OF THE COMMUTATOR IN RESIN, Controlled Document Pagge 3 of (Printed Copies for Reference oniv) -Issuc: 19-Dec-06 k" R ev 0 AM MT ih—rJectric company CAN RESULT IN RESIN BEING DRAWN INTO THE COMMUTATOR BODY. NOTE: Temperature of the apparatus will cause some bubbling at its surface due to heating of the resin. This should be distinguished from the bubbling throughout the resin caused by degassing. CAUTION: THIS PRESSURE VALUE I1RI.`SSUR1..11' RAJ-ING OF THE VESSEI., AND MUST NOT 13f,*" 111"ll-Ow RESIN MANUFACTURER'S SPECIFICATION. 7.0 - Record the completion of this work process together with the apparatus Job Number on the Employee Time Ticket. Submit the Ticket to the Supervisor to use for production control. Fill out and submit a Material Requisition Form to provide tbr replacement of"any storeroom materials used. If the materials are out or almost out.,1111 in a Stock-Out Form. CORRECTIVE ACTION: The person performing and recording the VPI process will notify the Supervisor When the apparatus cannot be treated as required. DISPOSITION OF NON-COMPLIANT PRODUCT: If, after visual inspection, the VPI treatment is found to be questionable, then the Motor Repairman Will Consult With the Supervisor to determine the action to be taken. REVIEW PROCEDURE: The Supervisor will review, at random, a minimum of one job each week for compliance with all process standards that it was subject to. It is the intent of this procedure that jobs will be chosen that covers as many items as possible. The Supervisor will note all findings on a Review Checklist Card and respond to any non-compliance. After review by management, all checklist cards will be placed on permanent file, I Controlled Document Paoc 4 of 4 Is -06 sue: 19-Dec (Prifited Copies for Reference Only) Rev 0 r# w 'iii 0AN,,, TABLE, OF (CONTENTS SECTION 7 7.0.0'1'RF,A'I'MEN't'AREA. 7.1.0 TREATING WOUND APPARATI.JS. 7.1.1 VARNISH DIP. 7.1.2 VP1 7.1.3 Rapid Pour-Thru Process 7.1.3 RAPID POUR THRU PROCESS CONTROL TASK: To apply the rapid process epoxy treatment to random wound AC stators. RESPONSIBLE FOR CONTROL: Employee assigned to performing rapid process. PROCESS STANDARDS: 1. The epoxy resin must be mixed in the ratio of one pound of resin to one tube of catalyst. 2. The temperature of the winding must be maintained at 248 °F (120 °C) to provide for application of the 230 Epoxy resin, 3. The epoxy resin must be applied independently to the coil ends at each end of the stator in a sufficient quantity that allows full penetration of the slots with excess resin dripping from the opposite coil ends. 4. After all resin has been applied to the windings, the resin must be allowed to cure Im a minimum period of'30 minutes at 275 °F (135'C). REASON FOR CONTROL: When repair time is short, use of the Rapid Process treatment allows fast turnaround by eliminating the long curing times required for normal dip and bake. By controlling the steps used for this process, it is ensured that resin and catalyst will be mixed in the correct proportions and that curing temperature will be maintained to the proper level. This is necessary to produce good winding penetration and achieve the desired coating buildup. Use ofthe rapid process treatment on random wound stators eliminates their need to be oven cured. This in turn eliminates the interference that their placement in the oven would normally cause to the curing cycles of other apparatus. kh—Vot4de co-p-y , Rapid Process Treatment Power Supply, Temperature Controller, Hand tools, Meggar. C�1!� OPERATING PROCEDURES: NOTE: This procedure is specifically related to the application of "Rapid Process" a combined epoxy pour through windings. 1.0. Inspect the stator windings to insure they are dry and free of" loose or foreign particles. Verify that leads are correctly placed and that all coil ties are complete. Meggar windings to verify that insulation resistance Meets Customer's specification, if given., otherwise meet Service ('enter standard values given in Appendix A. Consult Supervisor if insulation resistance is below standard. 2.0. Apply a release agent to all fits, and leads where applicable. 3.0 Place the stator on a work surface next to the treatment Power supply. Choose either the Roll Over Rig for smaller stators or the large worktable for larger stators. Position the stator so its bore is vertical and the connection end is facing down. do not allow it to rest on its windings. Where required, use suitable spacers or blocking to hold the Stator. For smaller units, this can easily be accomplished by installing the frame bolts. 4.0 Place a disposable tip (Teflon tube) over the end of the temperature sensing probe and insert the probe approximately 1;2" to I" into the end of one winding or coil slot. Check to see that the probe tip is making good physical contact with the winding. 5.0 Connect the appropriate set of power supply leads to the stator line leads. 6.0 Careffilly and thoroughly mix the required amount ofepoxy resin and catalyst necessary to treat the stator windings. (As a general rule, use one pound of resin for every four pounds of wire to be treated. Mix one tube ofcatalyst with each pound of resin.) 7.0 Check the temperature probe controller to verify it is set at 248 °F (120'C). (The controller cycles the power source off and on and maintains the stator winding at the proper application temperature of 248'F(I 20'C). 8.0 Select a suitable voltage supply level from those available and energize the stator winding. NOTE: The voltage level should be selected to equal approximately 50% of rated nameplate voltage. This level will cause approximately 300% of rated nameplate current to flow and provide initial heating of the winding to 248 °F (1260C). CACHON. Continuously monitor winding temperature to insure the winding does not overheat. Controlled Document Pane 2 of 4 (Printed Copies for Reference Only) -- Issue: 19-Dec-06 P j1h 7 V-1— � liwi. Rev 0 - 9.0 When the stator winding has reached the temperature of248"p/l20'C�\ apply the epoxy resins to the upper coil ends. As the resin is heated by the windings, it will thin and permeate them completely. Continue to apply resin until dhas penetrated. through the slots and dripsbo.in the bottom coil ends, NOTE 1: During this application, hake care to keep the resin away from threaded holes and machined fits. NOTE 2: Allow the core to warm sufficiently to enable the resin to properly flow in the slots, 10.0 After completing the application of the epoxy resin hn the rear coil ends, n*itcho[[dhe electric power \o the windings and turn the stator over end for end sn the connection end ia[bciog 11.0 ' Check 10 occ that the temperature probe is still securely in place and that the power supply./line leads have not become shorted. When all checks are good, switch the electric power back on. l2.0- Repeat the process used above and apply resin Wthe untreated coil ends on the connection side o[1hestator, Continue until the resin saturates the slots. 13.0 -On completion of the epoxy application, allow the stator to remain in position, with the power on, for au additional 30 minutes at 275'F (135»C) in order to cure the resin. l4.A-Duhng the curing period, brush the excess resin from the bore leaving behind u thin coat mo the bore surface and wedges. Wipe nunobiucd fits and bore with a suitable cleaning solvent. 15.0 - At the end ofthe 30-minute curing period. check the resin surface for hardness to confirm it has cured. l/'aofDcicudv hard, turn oO-ibo power and allow the stator tncool. 16.0 - Remove the temperature probe and Teflon tube. In the event that the tube is held tbo1 in place by the zcmio, allow itto remain and carefully bino the i' so it is Oumb with the Winding surface. l7.O- After cooling, inspect the bore. threaded holes and machined fits for excess resin. Clean uo i8.O-Record the completion ofthis,,vork process together with the apparatus Job Number on the Employee Time Ticket. 8ubrud the Ticket k} the Supervisor k`use for production, control. Fill out and mubnd1u Material Requisition Form to provide <hr replacement of' any storeroom ouatcdnJu used. If the materials are out or almost out, fill in u Sk)ok'0u< Form. Controlled Document Page 3 of 4 I Issue: 19-Dec-06 b:: _00:we Compaur CORRECTIVE ACTION: When the application temperature varies from the 2480f, (1200C), or when curing temperature varies from the required range o!' 275 °F - 295'F (135'C - 145 °C) the temperature controller and power source must be investigated to determine and correct the cause. The person performing and recording -- the rapid process will notify the Supervisor of-any operating procedures for the Rapid Process Treatment that cannot be completed as required. DISPOSITION OF NON-COMPLIANT PRODUCT: The Supervisor will inspect all stator windings that do not cure to an acceptably hard finish and determine the method of' repair to be used. REVIEW PROCEDURE: The Supervisor will review, at random, as necessary, for compliance with all process standards that it was subject to. it is the intent of this procedure that Jobs will be chosen that covers as many items as possible. The Supervisor will note all findings on a Review Checklist Card and respond to ' any non-compliance. After review by management, all checklist cards will be placed on permanent file. Controlled Document Pale 4 ol' 4 (i'rinted Copies ror Keterence Only) -- Issue: 19-Dec-06 "r '! �, "u, , Rev 0 p- GROUND WATER ANALYSIS, PROPOSED SEWER PUMP STATION IMPROVEMENTS, MOONLIGHT BEACH SEWER PUMP STATION, ENCINITAS/ CALIFORNIA PREPARED FOR: KENNEY /)ENKS CONSULTANTS 16855 West Bernardo Drive, Suite 360 San Diego, California 92127 Project No. 600666 -001 December 15, 2004 Leighton Consulting, Inc. -- A LEIGHTON GROUP COMPANY Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY December 15, 2004 Project No. 600666 -001 To: Kennedy /Jenks Consultants 16855 West Bernardo Drive, Suite 360 San Diego, California 92127 Attention: Mr. Matt Tebbetts, P.E. Subject: Ground Water Analysis, Proposed Pump Station Improvements, Moonlight Beach Sewer Pump Station, Encinitas, California In accordance with your request and authorization, this letter presents the results of our recent analytical testing of ground water at the Moonlight Beach Sewer Pump located in Encinitas, California (Figure 1). The objective of the sampling and analysis was to identify potential contamination of the ground water (as identified by the California Regional Water Quality Control Board ( RWQCB) San Diego Region, Order Number 2001 -96) that could affect the design of a dewatering system and proposed discharged to Cottonwood Creek. The discharged ground water will ultimately drain westward to the surf zone at Moonlight Beach. Given the preliminary status of this project, cleanup goals are not considered to be applicable to this project. It is our understanding that the only criteria for this project is the RWQCB Order No. 2001 -96, NPDES Permit Number CA G919002. On December 1, 2004, representatives from our office collected one ground water sample, GW- 1, from monitoring well, MW -1 (see Figure 2). Consistent with the County of San Diego, DEH purging and sampling protocols, the ground water sample was collected in laboratory- provided sample containers. Sample containers were capped, labeled and immediately placed in a cooler with bagged ice and transported to EviroMatrix Analytical, Inc. for analytical testing. Copies of Chain -of- Custody forms and Laboratory Reports are included in Appendix B. Consistent with Order Number 2001 -96, Discharge Specification — B.3 (Discharge to the Surf Zone), analytical testing of the water sample included: EPA Method 8260B (Volatile Organic Compounds), EPA Method 8270C (Semivolatile Organic Compounds), EPA Method 8082 (Polychlorinated Biphenyls), 3934 Murphy Canyon Road, Suite 8205 ■ San Diego, CA 92123 -4425 858.292.8030 ■ Fax 858.292.0771 ■ www.leightonconsulting.com 600666 -001 • EPA Method 8081 A (Organochlorine Pesticides), • Organotin Compounds by GC -FPD, • EPA Method 8015B (TPH -gas and diesel) • EPA Method 200.7, 200.8 and 245.1 (Metals) • EPA Method 150.1 (pH) • SM 2540 D and F (TTS and Settleable Solids) SM 2130 B (Turbidity) • SM 3500 Cr D (Hexavalent Chromium) SM 4500 (Dissolved O2,CL, HS2, NH3, and CN) • SM 9221 B and E ( Total and Fecal Coliform) Laboratory analytical results for the ground water sample typically indicated conformance with the criteria presented in Discharge Specification — B.3, excluding four metals, chlorine, dissolved oxygen, settleable solids, total suspended solids and total coliform, which were detected in the sample. Table 1, Detected Analytes, summarizes all of the detected concentrations of the analytes and highlights those that exceed the Discharge Specification - B.3. Laboratory Reports are presented in Appendix B. Based on the analytical results, we anticipate that treatment of the ground water prior to discharge will be required. We recommend that a consultant or contractor specializing ground water treatment and dewatering be retained to evaluate the data collected and advise the design team on appropriate treatment methods and/or potential alternatives. If you have any questions regarding the information presented above, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, /RpFESSJONq� /�cc0e `Q.% p, y 3 No. 45283 m W Exp rn oG �CJV1� F OF CAL�ti� LEIGHTON CONSULTING, INC. Alac- William D. Olson, RCE 45283 Senior Project Engineer Attachments: Figure 1 - Site Location Map Figure 2 - Geotechnical Exploration Map Table 1 - Detected Analytes Appendix A - Laboratory Reports and Chain -of- Custody Distribution: (6) Addressee -2 Leighton BASE MAP: 2003 Digital Edition Thomas uuae, oan uicyv --y NOT TO SCALE Moonlight Beach Sewer Pump Station Encinitas, California SITE LOCATION MAP Project No. 600666 -001 Date December 2004 Figure No. 1 c?ls yo av N e oN �a �v w° m I I ` r z s a 0 E LL E U C, ip o _ a� Z QO_ � U w I woo LfYi c "c I p y r2_ (� E- 02 U No Q R W c?ls yo av N e oN �a �v w° m I I ` r z 0 a 0 Z L, LL Q � a U C, ip L) E ° Z E _ a� Z QO_ � U T I woo LfYi c "c I p y r2_ (� E- 02 U No Q R O W W a o= I1 I X. W p O z CO 0 �,C U N � c?ls yo av N e oN �a �v w° m I I ` r z U C, ip I woo R I1 I Y p - T Q LL i ,I 11 I T W W O W w Q o'4w lU �\TL \ W I - --� UA N I W II I l I at 3 n ZII I \,.. �1 I u � I' r t 1- �! Yf i -. r z- I I L¢ o w I ¢a z z¢ z z u j 1 I U w W "� c S • I 'I� ut II 1 I I I m - - I I ,� Zl - I' I aaiHl I U, 133a� -S I Q I c?ls yo av N e oN �a �v w° m I I ` r z v 0 0 N r N r r O CD NN W p O t C) O O N O O O Z z 00 .-. c� O �' N N O N H O � Y p O N C` 0 0 ' M M Q, - i dpi' ° 110 M 3 O N A y O 0 U C7 � Fa Ca A ¢ �cts 3 r� � O M O o V Y Y Q cz Cy CC E 00 `Q 00 in N O in � i NN � 00 � N N C •� F O H cc F o Y r-i 0 0 0 0 0 0 N" M O O N� � �0p N bb 000 N N a; N O in N r M cn � N N A � C O O N �. =L z z 'O U Qn w o O Si ry o ^rS VI Y �. M c Z b 8 ^v '❑ 'E X i b x °' c o N¢�� Z Q W W a�i it v 0 0 N r N r r W EnviroMatrix Analytical, Inc. 10 December 2004 Leighton Consulting, Inc. Attn: Dave Olson 3934 Murphy Canyon Road Suite B205 San Diego, California 92123 -4426 Project Name: 600666 -001 EMA Log #: 0412007 Enclosed are the results of analyses for samples received by the laboratory on 12/01/04 11:38. Samples were analyzed pursuant to client request utilizing EPA or other ELAP approved methodologies. I certify that this data is in compliance both technically and for completeness. Dan Verdon Laboratory Director CA ELAP Certification #: 2564 4340 Viewridge Avenue, Suite A - San Diego, California 92123 - (858) 560 -7717 - Fax (858) 560 -7763 Analytical Chemistry Laboratory Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Sample ID GW -1 ANALYTICAL REPORT FOR SAMPLES Laboratory ID Matrix 0412007 -01 Water The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report mast be reproduced in its entirety. EnviroMatrix Analytical, Inc. EMA Log #: 0412007 Date Sampled Date Received 12/01/04 10:05 12/01/04 11:38 Page 2 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Total Metals by EPA 200 Series Methods EMA Log #: 0412007 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix I ,.il{[ Analytical, Inc. Page 3 of 39 Repporting Units Dilution Batch Pre P ared Analyzed Method Notes IAnalyte Result Lima GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11.38 ND 0.100 mg/1 1 4120703 12/07/04 12/08/04 EPA 200.7 " Antimony ND „ 0.010 Beryllium „ Cadmium ND 0.002 Chromium 0.580 0.010 Copper 0.098 0.004 Lead 0.226 0.050 Nickel ND 0.050 Zinc 0.222 0.050 4120205 12/02/04 12/07/04 EPA 200.8 Arsenic 0010 . 0.005 " Selenium 0.011 0.005 12/06/04 " Silver ND 0.001 „ „ Thallium ND 0.005 4120902 12/09/04 12/09/04 EPA 245.1 ND 0.0001 Mercury The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix I ,.il{[ Analytical, Inc. Page 3 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Organochlorine Pesticides by EPA Method 8081A The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix ,�, ` Analytical, Inc. Page 4 of 39 Reporting Prepared Analyzed Method Notes Limit Units Dilution Batch P Analyte Result GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11.38 ND 0.10 ugh 1 4120502 12/07/04 12/10/04 EPA 8081 Aldrin ND 0.05 alpha -BHC „ beta -BHC ND 0.05 „ gamma -BHC (Lindane) ND 0.05 „ delta -BHC ND 0.05 „ alpha - Chlordane ND 0.10 „ gamma- Chlordane ND 0.10 „ Chlordane (Total) ND 0.10 „ 4,4' -DDD ND 0.10 „ 4,4' -DDE ND 0.10 „ 4,4' -DDT ND 0.10 „ Dieldrin ND 0.10 „ Endosulfan I ND 0.05 „ Endosulfan II ND 0.10 „ Endosulfan sulfate ND 0.10 Endrin ND 0.10 „ Endrin aldehyde ND 0.10 „ Endrin ketone ND 0.10 Heptachlor ND 0.05 Heptachlor epoxide ND 0.05 Methoxychlor ND 0.50 „ Toxaphene ND 1.00 – -- -- - — Surrogate: TCMX 56% 22 -147 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix ,�, ` Analytical, Inc. Page 4 of 39 Leighton Consulting, Client Name: P� , Inc. EMA Log #: 0412007 g Project Name: 600666 -001 Polychlorinated Biphenyls by EPA Method 8082 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 5 of 39 Reporting Pre ared Anal zed Method Notes Limit Units Dilution Batch P y LAnalyte Result GW -1 (0412007 -01) Water sampled: 12/01/0410:05 Received: 12/01/04 11 :38 ND 0.50 ug/1 1 4120502 12/07/04 12/10/04 EPA 8082 Aroclor 1016 Aroclor 1221 ND 0.50 Aroclor 1232 ND 0.50 Aroclor 1242 ND 0.50 Aroclor 1248 ND 0.50 Aroclor 1254 ND 0.50 Aroclor 1260 ND 0.50 - - - -— Surrogate: TCMX 56 22-147 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 5 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Volatile Organic Compounds by EPA Method 8260B Reporting Analyte Result Limit Units Dilution Batch GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11:38 Prepared Analyzed Method Notes Dibromomethane ND 25.0 ug/1 1 4120301 12/03/04 Acetone ND 50.0 Acetonitrile ND 1.00 Acrolein ND 100 „ Acrylonitrile ND 10.0 „ Allyl chloride ND 1.00 „ Benzene ND 1.00 „ Bromobenzene ND 1.00 Bromochloromethane ND 1.00 Bromodichloromethane ND 1.00 Bromoform ND 1.00 Bromomethane ND 2.00 2- Butanone ND 25.0 „ n- Butylbenzene ND 1.00 „ sec - Butylbenzene ND 1.00 „ tert- Butylbenzene ND 1.00 Carbon disulfide ND 1.00 „ Carbon tetrachloride ND 2.00 „ Chlorobenzene ND 1.00 Chlorodibromomethane ND 1.00 „ Chloroethane ND 2.00 2- Chloroethylvinyl ether ND 2.00 Chloroform ND 1.00 Chloromethane ND 2.00 „ 2- Chlorotoluene ND 1.00 4- Chlorotoluene ND 1.00 1,2- Dibromo- 3- chloropropane ND 2.00 1 2- Dibromoethane (EDB) ND 1.00 „ Dibromomethane ND 1.00 1,2- Dichlorobenzene ND 1.00 1,3- Dichlorobenzene ND 1.00 1,4- Dichlorobenzene ND 1.00 trans- l,4- Dichloro -2- butene ND 2.00 Dichlorodifluoromethane ND 2.00 1, 1 -Dichloroethane ND 1.00 1,2- Dichloroethane ND 1.00 1,1- Dichloroethene ND 1.00 cis -1,2- Dichloroethene ND 1.00 trans -1,2- Dichloroethene ND 1.00 1,2- Dichloropropane ND 1.00 1,3- Dichloropropane ND 1.00 2,2- Dichloropropane ND 1.00 1,1- Dichloropropene ND 1.00 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. 12/03/04 EPA 8260B Page 6 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Volatile Organic Compounds by EPA Method 8260B Reporting Analyte Result Limit Units Dilution Batch GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11:38 Prepared Analyzed Method trans- l,3- Dichloropropene ND 1.00 „ Diethyl ether ND 2.00 „ Ethylbenzene ND 1.00 „ Hexachlorobutadiene ND 1.00 Hexachloroethane ND 1'00 „ 2- Hexanone ND 5.00 „ Iodomethane ND 1.00 „ Isopropylbenzene ND 1.00 „ Methylene chloride ND 5.00 „ Methyl tert -butyl ether ND 1.00 „ 4- Methyl -2- pentanone ND 25.0 „ Naphthalene ND 2.00 „ n- Propylbenzene ND 1.00 „ ND 1.00 Styrene „ 1.00 1, 1, 1,2-Tetrachloroethane ND „ 1,1,2,2 - Tetrachloroethane ND 2.00 Tetrachloroethee ND 1.00 Toluene ND 1.00 1,2,3- Trichlorobenzene ND 1.00 1,2,4- Trichlorobenzene ND 1.00 1, 1, 1 -Trichloroethane ND 2.00 1,1,2- Trichloroethane ND 1.00 Trichloroethene ND 1.00 Trichlorofluoromethane ND 2.00 1,2,3- Trichloropropane ND 2.00 1,1,2- Trichlorotrifluoroethane ND 5.00 1,2,4- Trimethylbenzene ND 1.00 1,3,5 - Trimethylbenzene ND 1.00 Vinyl acetate ND 5.00 Vinyl chloride ND 2.00 m.p- Xylene ND 2.00 o- Xylene ND 1.00 Surrogate: Dibromofluoromethane 102% 80 -130 Surrogate: 4- Bromofluorobenzene 111 % 80 -133 Surrogate: Toluene -d8 106% 80 -120 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. 12/03/04 EPA 8260B Notes Page 7 of 39 ND 1 1.00 ug/I 1 4120301 12/03/04 ci s- 1, 3 -Dichloropropene Styrene „ 1.00 1, 1, 1,2-Tetrachloroethane ND „ 1,1,2,2 - Tetrachloroethane ND 2.00 Tetrachloroethee ND 1.00 Toluene ND 1.00 1,2,3- Trichlorobenzene ND 1.00 1,2,4- Trichlorobenzene ND 1.00 1, 1, 1 -Trichloroethane ND 2.00 1,1,2- Trichloroethane ND 1.00 Trichloroethene ND 1.00 Trichlorofluoromethane ND 2.00 1,2,3- Trichloropropane ND 2.00 1,1,2- Trichlorotrifluoroethane ND 5.00 1,2,4- Trimethylbenzene ND 1.00 1,3,5 - Trimethylbenzene ND 1.00 Vinyl acetate ND 5.00 Vinyl chloride ND 2.00 m.p- Xylene ND 2.00 o- Xylene ND 1.00 Surrogate: Dibromofluoromethane 102% 80 -130 Surrogate: 4- Bromofluorobenzene 111 % 80 -133 Surrogate: Toluene -d8 106% 80 -120 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. 12/03/04 EPA 8260B Notes Page 7 of 39 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. 12/03/04 EPA 8260B Notes Page 7 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Semivolatile Organic Compounds by EPA Method 8270C Notes Page 9 of 39 Result Reportiit ng Prepared Analyzed Method Lim Units Dilution Batch p Analyte GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11:38 ND 2.00 ugA 1 4120501 12/05/04 12/08/04 EPA 8270C Acenaphthene ND 2.00 Acenaphthylene ND „ 2.00 Anthracene ND 50.0 Benzidine ND 2.00 Benzo (a) anthracene „ Benzo (b) fluoranthene ND 2.00 Benzo (k) fluoranthene ND 2.00 „ Benzo (g,h,i) perylene ND 2.00 „ Benzo (a) pyrene ND 2.00 „ Benzyl alcohol ND 4.00 „ Bis(2- chloroethoxy)methane ND 2.00 „ Bis(2- chloroethyl)ether ND 2.00 Bis(2- chloroisopropyl)ether ND 2.00 „ Bis(2- ethylhexyl)phthalate 4.52 2.50 4- 13romophenyl phenyl ether ND 2.00 „ Butyl benzyl phthalate ND 2.00 Carbazole ND 5.00 „ 4- Chloroaniline ND 20.0 4- Chloro -3- methylphenol ND 2.00 „ 2- Chloronaphthalene ND 2.00 „ 2- Chlorophenol ND 2.00 „ 4- Chlorophenyl phenyl ether ND 2.00 „ Chrysene ND 2.00 „ Dibenz (a,h) anthracene ND 2.00 Dibenzofuran ND 2.00 „ Di -n -butyl phthalate ND 2.00 „ 1,2- Dichlorobenzene ND 2.00 „ 1,3- Dichlorobenzene ND 2.00 „ 1,4- Dichlorobenzene ND 2.00 3,3'- Dichlorobenzidine ND 10'0 „ 2,4- Dichlorophenol ND 2.00 „ Diethyl phthalate ND 2.00 „ 2,4- Dimethylphenol ND 2.50 Dimethyl phthalate ND 2.00 „ 4,6- Dinitro- 2- methylphenol ND 2.00 „ 2,4- Dinitrophenol ND 5.00 „ 2,4- Dinitrotoluene ND 2.00 „ 2,6- Dinitrotoluene ND 2.00 Di -n -octyl phthalate ND 2.50 1,2- Diphenylhydrazine ND 10.0 Fluoranthene ND 2.00 „ Fluorene ND 2.00 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix ids. `Analytical, Inc. Notes Page 9 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Semivolatile Organic Compounds by EPA Method 8270C The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Z►(C: Analytical, Inc, Page 9 of 39 Repporting Limit Prepared Analyzed Method Notes Units Dilution Batch P Analyte Result GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11.38 ND 2.00 ug/l 1 4120501 12/05/04 12/08/04 EPA 8270C -- rtzene Hexachlorobe Hexachlorobutadiene ND 2.00 Hexachlorocyclopentadiene ND 2.50 „ „ „ QB -05 Hexachloroethane 9.56 2.00 Indeno (1,2,3 -cd) pyrene ND 2.00 Isophorone ND 2.00 2- Methylnaphthalene ND 2.00 2- Methylphenol ND 2.00 4- Methylphenol (3- Methylphenol) ND 2.00 Naphthalene ND 2.00 2- Nitroaniline ND 5.00 3- Nitroaniline ND 10.0 4- Nitroaniline ND 10.0 Nitrobenzene ND 2.00 2- Nitrophenol ND 4.00 4- Nitrophenol ND 5.00 „ N- Nitrosodimethylamine ND 5.00 N- Nitrosodiphenylamine ND 2.00 „ N- Nitrosodi- n- propylamine ND 2.00 Pentachlorophenol ND 5.00 Phenanthrene ND 2'00 Phenol 14.3 2.00 Pyrene ND 2.00 Pyridine ND 10.0 „ 1,2,4 - Trichlorobenzene ND 2.00 „ 2,4,5 - Trichlorophenol ND 2.00 2,4,6- Trichloro henol ND 2.00 — - - -- Surrogate: 2- Fluorophenol 39% 22 -124 Surrogate: Phenol -d6 46% 41 -135 Surrogate: Nitrobenzene -d5 49% 35 -121 - Surrogate: 2- Fluorobiphenyl 45% 30 -130 Surrogate: 2,4,6- Tribromophenol 50% 48 -135 „ „ S -BN Surrogate: Terphenyl -d14 26% 30 -140 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Z►(C: Analytical, Inc, Page 9 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Conventional Chemistry Parameters by Standard/EPA Methods The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 10 of 39 Reporting Units Dilution Batch Prepared P Analyzed Method Notes LAnalyte Result Limit GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11:38 0.23 0.10 mgll 1 4120311 12/03/04 12/03/04 SM4500 NH3 B,C Ammonia as N 4120114 12/01/04 12/01/04 SM4500 Cl G Residual Chlorine 0.07 0.05 4120115 12/01/04 12/01/04 SM3500 Cr D Hexavalent Chromium ND 0.02 4120218 12/02/04 12/02/04 SM4500 CN C,E Cyanide (total) ND 0.020 4120138 12/01/04 12/01/04 SM4500 O G Dissolved Oxygen 0.43 0.10 Units 4120207 12/01/04 12/01/04 EPA 150.1 p H 6.20 0.10 pH lfl 4120116 12/01/04 12/01/04 SM2540 F Total Settleable Solids 75 0.20 m tnPA 4120217 12/02/04 12!03/04 SM2540 D Total Suspended Solids 4540 20 4120209 12/02/04 12/02/04 SM4500 S D Hydrogen sulfide ND 0.05 NTU 50 4120117 12/01/04 12/01/04 SM2130 B Turbidity 3260 2.50 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 10 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Microbiological Parameters by Standard Methods The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. l._ EnviroMatrix Analytical, Inc. Page 11 of 39 Reporting Prepared Units Dilution Batch P Analyzed Method Notes y Analyze Result Limit GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11.38 >1600 2 MPN /100 ml l 4120611 12/01/04 12/05/04 SM 9221 B, E Total Coliforms >1600 2 MPN /100 ml 1 4120611 12/01104 12/05/04 SM 9221 B, E Total Coliforms 12/04/04 Fecal Coliforms 2 2 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. l._ EnviroMatrix Analytical, Inc. Page 11 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 TPH by EPA 8015B EMA Log #: 0412007 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc, Page 12 of 39 Reporting Prepared Analyzed Method Notes Limit Units Dilution Batch P LAnalyte Result GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11 :38 ND 500 ugA 1 4120403 12/04/04 12/06/04 EPA 8015 B Diesel (C]0 -C28) Extended Range HC C28 -C40) ND 500 - - — -- - -- Surrogate: 4- Bromofluorobenzene 69 -139 153 1. 4120922 12!09/04 12/10/04 EPA 8015m Gasoline (C 6-C 10 ND 20 11 Surrogate: 4- Bromgfluorobenzene 88% 77 -135 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc, Page 12 of 39 , Inc. EMA Log #: 0412007 Lei Leighton Consulting, - -- Client Name: g g Project Name: 600666 -001 Organotin Compounds by GC - FPD Reporting Prepared Anal zed Method Notes LAnalyte Result Limit Units Dilution Batch P y GW -1 (0412007 -01) Water Sampled: 12/01/04 10:05 Received: 12/01/04 11.38 ND 0.005 ug/I 1 4120724 12/07/04 Tributyltin 12/10/04 GC -FPD tyltin ND 0.020 Dibu Monyltin tin ND 0.020 -- - - Surrogate: Tripentyltin 99% 71 -128 Surrogate: Tri -n propyltin 71 % 67 -130 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix([ Analytical, Inc. Page 13 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Total Metals by EPA 200 Series Methods - Quality Control Reporting Spike Source %REC RPD P g Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120205 Prepared: 12/02/04 Analyzed 12 /06/04 Blank 120205 -BLKI ND 0.005 m€11 Arsenic Selenium ND 0.005 Silver ND 0.001 Thallium ND 0.005 Prepared: 12/02/04_ Analyzed: 12 /06/04 - LCS (4120205 -BSl) - - - - - - - - -- ---- - - -- - mg/1 0. 98 75 -125 0.098 0.005 Arsenic 0.085 0.005 0.100 85 75 -125 Selenium 0.112 0.001 0.100 112 75 -125 Silver 0.114 0.005 0.100 114 75 -125 Thallium Prepared: 12/02/04 Analyzed: 12/06/04 - - LCS Dup (4120205 -BSDl) __- - - - - mg/I - 0.100 94 75 -125 Arsenic 0.094 . 0.005 0.100 84 75 -125 1 20 Selenium S 0.084 0.005 0.100 110 75 -125 2 20 Silver 0.110 0.001 0.100 115 75 -125 0.9 20 Thallium 0.115 0.005 Source: 0411330 -03 Prepared: 12/02/04 Analyzed: 12/06104 Y _ - -- -- - -- Du licate 4120205- DUP1)- - _ _- - - -- -- ND 20 - . ._ - - ND 0.005 m€/I Arsenic ND 20 Selenium ND 0.005 0.009 p 20 Silver 0.009 0.001 20 ND 0.005 0.002 Thallium Source: 0411330 -03 Prepared: 12/02/04 Analyzed: 12/06/04 _ - - - Matrix Spike (4120205 -MS1) _ mg/1 0.100 ND 111 75 -125 0.111 0.005 Arsenic 0.100 0.005 0.100 ND 100 75 -125 Selenium 0.130 0.001 0.100 0.009 121 75 -125 Silver 0.110 0.005 0.100 0.002 108 75 -125 Thallium The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix 1 ": I Analytical, Inc. Page 14 of 39 ton Lei Consulting, - -- Client Name: � , Inc. EMA Log #: 0412007 g Project Name: 600666 -001 Total Metals by EPA 200 Series Methods - Quality Control «.- Reporting p B Spike Source %REC Level Result %REC Limits RPD RPD Limit Notes Result Limit Units Analyte Batch 4120205 Source: 0411330 -03 Prepared: 12/02/04 Analyzed: 12/07!04 _ Matrix Spike Dup (4120.2_0.5 -MSDI) ND 121 75 -125 9 20 0.121 0.005 mg/I 0.100 Arsenic 0.110 0.005 0.100 ND 110 75 -125 10 20 Selenium 0.134 0.001 0.100 0.009 125 75 -125 3 20 Silver 0.126 0.005 0.100 0.002 124 75 -125 14 2 Thallium Batch 4120703 Prepared: 12/07/04 Analyzed: 12/08/04 Blank 120703-BLKI -- - _ - - -- - ND 0.100 g/ Antimony Beryllium ND 0.010 Cadmium ND 0.002 Chromium ND 0.010 " Copper ND 0.004 " Lead ND 0.050 Nickel ND 0.050 Zinc ND 0.050 Prepared: 12/07/04 Analyzed: 12/08/04 -_ LCS (4120703 -BSI) - - -- - - - - - - - -- - _- mg/I - 98 75 -125 4.91 0.100 Antimony 0.937 0.010 1.00 94 75 -125 Beryllium 4.58 0.002 5.00 92 75 -125 Cadmium 5.00 94 75 -125 Chromium 4,71 0.010 5.00 96 75 -125 Copper 4.80 0.004 s.00 9a 75 -125 Lead 4.72 0.050 5.00 94 75 -125 Nickel 4.68 0.050 5.00 93 75 -125 - 4.65 0.050 Zinc The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix NlAnalytical, Inc. Page 15 of 39 Client Name: Leighton Consulting, Inc. EMA Log #: 0412007 Project Name: 600666 -001 Total Metals by EPA 200 Series Methods - Quality Control Reporting Spike Source %REC RPD Po g H Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120703 Prepared: 12/07/04 Analyzed:- 12/08/04 LCS Dup (4120703 -BSDI) _ - - -- 5.00 99 75 -125 1 20 _ 4.97 0.100 mg/I Antimony 0.969 0.010 1.00 97 75 -125 3 20 Beryllium 5.00 94 75 -125 3 20 - Cadmium 4.70 0.002 5.00 96 75 -125 2 20 4.80 0.010 Chromium 0.004 5.00 95 75 -125 0.6 20 Copper 477 , 5.00 98 75 -125 3 20 Lead 4.88 0.050 5.00 95 75 -125 I 20 Nickel 4.74 0.050 5.00 94 75 -125 1 20 4,72 0.050 Zinc Source: 0412053 -02 Prepared: Analyzed: 12 /08/04 -- D_uplicate(4120703 -DUP1 - _ _ - - -12/07/04 - - -- ND 20 ND 0.100 mg/I Antimony ND 0.010 0. 0002 20 Beryllium ND 20 Cadmium ND 0.002 ND 20 - Chromium ND 0.010 �� 0.081 7 20 0.087 0.004 Copper ND 0.050 ND 20 Lead ND 0.050 ND 20 Nickel ND 0.050 0.019 19 20 Zinc 0412053 -02 Prepared: 12/07/04.-Analyze-d: 12/08/04 M_ atrix Spike (4120703 -MS1) _Source: 5.00 ND 99 75 -1 4.95 0.100 mg/I Antimony 0.944 0.010 1.00 0.0002 94 75 -125 Beryllium 464 0.002 5.00 ND 93 75 -125 Cadmium . 4.76 0.010 5.00 ND 95 75 -125 Chromium q,$7 0.004 5.00 0.081 96 75 -125 - Copper 4.75 0.050 5.00 ND 95 75 -125 Lead 4.70 0.050 5.00 ND 94 75 -125 Nickel "Lint 4.73 0.050 5.00 O.Ol9 94 75 -125 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix+ Analytical, Inc. Page 16 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Total Metals by EPA 200 Series Methods - Quality Control Reporting Spike Source %REC RPD po g L im it Units Level Result %REC Limits RPD Limit Notes Analyte Result Batch 4120703 Source: 0412053702 Prepared: 12/07/04 Analyzed: 12 /08/04 Matrix Spike Dup (4120703 -MSDI) _ 5.00 ND 96 75 -125 3 4.81 0.100 mg/l Antimony 0.908 0.010 1.00 0.0002 91 75 -125 4 Beryllium 4.46 0.002 5.00 ND 89 75 -125 4 Cadmium 4.62 0.010 5.00 ND 92 75 -125 3 Chromium q,73 0.004 5.00 0.081 93 75 -125 3 Copper 4.52 0.050 5.00 ND 90 75 -125 5 Lead 4.59 0.050 5.00 ND 92 75 -125 2 Nickel 4.56 0.050 5.00 0.019 91 75 -125 4 Zinc Batch 4120902 Prepared & Analyzed: 12/09/04 —_ -_ Blank (4120902 -BLKl) _ — - - - -- - - - — -- -- — ND 0.0001 mg/1 Mercury Prepared & Analyzed_: 12/09/04 LCS (41209.02 -B_ Sl) _ _ 0.002 — _ 0.0001 mg/1 0.00200 100 75 -125 Mercury Prepared & Analyzed: 12/09/04 _ LCS Dup (4120902 -BSDl) __ _ _ _ — — -- - -- - 0.0001 mg/I - -- 100 75 -125 0.00200 0 Mercury 0.002 Source: 0412007 -01 Prepared & Analyzed: 12/09/04 Duplicate (4120902 -DUPl) _ - - -- — ND __ _ Mercury ND 0.0001 mg/I Source: 0412007 -01 Prepared & Anal zed: 12/09/04 - Matrix Spike 4120902 -MSl) - — P _�_. - — -- - -- - 0.0001 mg/I - 0.00200 ND 100 75 -125 Mercury 0.002 Spike Du 4120902 -MSD1) Source: 0412007 -01 - -- Prepared & Analyzed: 12/09/04 - 0 Matrix 0.002 0.0001 mg/I 0.00200 ND 100 75 -125 Mercury The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety . 1. EnviroMatrix M` Analytical, Inc. 20 20 20 20 20 20 20 20 20 20 20 Page 17 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Batch 4120502 EMA Log #: 0412007 Organochlorine Pesticides by EPA Method 8081A - Quality Control Blank (4120502 -BLKI) - Aldrin alpha -BHC beta -BHC gamma -BHC (Lindane) delta -BHC alpha - Chlordane gamma - Chlordane Chlordane (Total) 4,4' -DDD 4,4' -DDE 4,4" -DDT Dieldrin Endosulfan I Endosulfan II Endosulfan sulfate Endrin Endrin aldehyde Endrin ketone Heptachlor Heptachlor epoxide Methoxychlor Surrogate: TCMX LCS (4120502 -BSI) Aldrin gamma -BHC (Lindane) 4,4' -DDT Dieldrin Endrin Heptachlor Surrogate: TCMX Reporting Spike Source %REC RPD P Result Limit Units Level Result %REC Limits RPD Limit Notes The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 18 of 39 Prepared: 12/07/04 Analyzed: 12 /10/04 ND -- 0.10 ug/I ND 0.05 " ND 0.05 ND 0.05 ND 0.05 ND 0.10 ND 0.10 ND 0.10 ND 0.10 " ND 0.10 ND 0.10 ND 0.10 ND 0.05 ND 0.10 ND 0.10 ND 0.10 ND 0.10 ND 0.10 ND 0.05 ND 0.05 ND 0.50 ND 1.00 - -- 0.428 - 0.500 86 22 -14 Prepared: 12/07/04 Analyzed_ 12/10/04 - 0.47 0.10 ug/I 0.500 94 42 -122 0.46 0.05 0.500 92 32 -127 0.50 0.10 0.500 100 25 -160 0.56 0.10 0.500 112 36 -146 0.55 0.10 0.500 110 30 -147 0.46 0.05 0.500 92 34 -111 2430 " 0.500 86 22 -14 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 18 of 39 Client Name: Leighton Consulting, Inc. EMA Log #: 0412007 Project Name: 600666 -001 Organochlorine Pesticides by EPA Method 8081A - Quality Control Reporting Spike Source %REC RPD po B Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120502 Pre ared: 1 2/07/04 Analyzed: 12/10/04 Y LCS Dup (4120502 -BSD1) - -- – - –0.46 ug/l 0.500 92 42 -122 2 — Aldrin 0.10 0.500 92 32 -127 0 30 gamma -BHC (Lindane) 0.46 0.05 94 25 -160 6 30 0.47 0.10 0.500 4,4' -DDT 0.10 0.500 108 36 -146 4 30 Dieldrin 0.54 0.500 102 30 -147 8 30 Endrin 0.51 0.10 0.500 90 34 -111 2 30 Heptachlor 0.45 . 005 – – — – " -_- 0.4/7 0.500 83 22-147 Surrogate: TCMX The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 19 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Polychlorinated Biphenyls by EPA Method 8082 - Quality Control Reporting Spike Source %REC RPD Po B Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120502 Prepared: 12/07/04 Analyzed: 12/10/04 Blank (4120502 -BLK1) - — -- -- - - -- — - Aroclor 1016 ND 0.50 ug/l Aroclor 1221 ND 0.50 Aroclor 1232 ND 0.50 Aroclor 1242 ND 0.50 Aroclor 1248 ND 0.50 Aroclor 1254 ND 0.50 Aroclor 1260 ND 0.50 - -- - - - -- - 0.428 -_ 0.500 86 22-147 Surrogate: TCMX Y - Prepared: 12/07/04 Analyzed: 12/10/04 - - - -_ LCS (4120502 -BS2) 0.5 0 5 - - - - 95 8-127 Ug/l 5.00 Aroclor 1260 4.74 . _ - - -- - - 0.395 - - 0.500 79 22-147 Surrogate: TCMX Prepared:12 /07/04 Analyzed: 12 /10/04- -_ LCSDu_(4120502 -BSD2) - 100 8 -127 6 30 uP� 5 Aroclor 1260 5.01 0.50 -_— -_- -- - -- -- _ — - ----- 0.427 ------- - - - 0.500 85 22 -14 Surrogate: TCMX The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 20 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Volatile Organic Compounds by EPA Method 8260B - Quality Control Reporting Spike Source %REC RPD Po B Result Limit Units Level Result %REC Limits RPD Limit Notes Analyte Batch 4120301 Prepared &Analyzed: 12/03/04 Blank (41.20301 -BLK1) ND 25.0 Acetone Acetonitrile ND 50.0 Acrolein ND 100 Acrylonitrile ND 10.0 Allyl chloride ND 1.00 1 Benzene ND 1.00 Bromobenzene ND 1.00 Bromochloromethane ND 1.00 Bromodichloromethane ND 1.00 Bromoform ND 1.00 Bromomethane ND 2.00 2- Butanone ND 25.0 n- Butylbenzene ND 1.00 ; sec - Butylbenzene ND 1.00 tert- Butylbenzene ND 1.00 ; Carbon disulfide ND 1.00 Carbon tetrachloride ND 2.00 Chlorobenzene ND 1.00 Chlorodibromomethane ND 1.00 Chloroethane ND 2.00 2- Chloroethylvinyl ether ND 2.00 Chloroform ND 1.00 Chloromethane ND 2.00 2- Chlorotoluene ND 1.00 4- Chlorotoluene ND 1.00 1,2- Dibromo- 3- chloropropane ND 2.00 1,2- Dibromoethane (EDB) ND 1.00 Dibromomethane ND 1.00 1,2- Dichlorobenzene ND 1.00 1,3- Dichlorobenzene ND 1.00 1,4- Dichlorobenzene ND 1.00 trans- l,4- Dichloro -2- butene ND 2.00 Dichloroditluoromethane ND 2.00 1, 1 -Dichloroethane ND 1.00 1,2- Dichloroethane ND 1.00 1,1- Dichloroethene ND 1.00 cis -1,2- Dichloroethene ND 1.00 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 21 of 39 Leighton Lei Consulting, Inc. EMA Log ##: 0412007 -- Client Name: � g Project Name: 600666 -001 Volatile Organic Compounds by EPA Method 8260B - Quality Control Reporting Spike Source %REC RPD P B Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120301 Prepared &Analyzed: 12/03/04 X Blank (4120301 -BLKI) - - - - -- - -- -- ------- trans- 1,2- Dichloroethene ND 1.00 ug/1 1,2- Dichloropropane ND 1.00 1,3- Dichloropropane ND 1.00 2,2- Dichloropropane ND 1.00 1,1- Dichloropropene ND 1.00 cis- 1,3- Dichloropropene ND 1.00 trans -1,3- Dichloropropene ND 1.00 Diethyl ether ND 2.00 Ethylbenzene ND 1.00 Hexachlorobutadiene ND 1.00 Hexachloroethane ND 1.00 2- Hexanone ND 5.00 lodomethane ND 1.00 Isopropylbenzene ND 1.00 11 Methylene chloride ND 5.00 Methyl tert-butyl ether ND 1.00 4- Methyl -2- pentanone ND 25.0 Naphthalene ND 2.00 n- Propylbenzene ND 1.00 Styrene ND 1.00 1, 1, 1,2-Tetrachloroethane ND 1.00 1,1,2,2- Tetrachloroethane ND 2.00 Tetrachloroethene ND 1.00 Toluene ND 1.00 1,2,3- Trichlorobenzene ND 1.00 1,2,4 - Trichlorobenzene ND 1.00 1, 1, 1 -Trichloroethane ND 2.00 1,1,2- Trichloroethane ND 1.00 Trichloroethene ND 1.00 Trichlorofluoromethane ND 2.00 1,2,3- Trichloropropane ND 2.00 ° 1,1,2- Trichlorotrifluoroethane ND 5.00 1,2,4 - Trimethylbenzene ND 1.00 1,3,5 - Trimethylbenzene ND 1.00 Vinyl acetate ND 5.00 Vinyl chloride ND 2.00 m,p- Xylene ND 2.00 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix[, Analytical, Inc. Page 22 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Volatile Organic Compounds by EPA Method 8260B - Quality Control Reporting Spike Source %REC RPD Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120301 Prepared & Analyzed: 12/03/04 Blank (4120301 -BLKI) - - - __ o- Xylene ND 100 ugA . - - - - - - Surrogate: Dibromofluoromethane -- - 49.6 - -- 50.0 99 80 -130 110 80 -133 Surrogate:4- Bromoffuorobenzene 55.0 50.0 50.0 103 80 -120 Surrogate: Toluene -d8 51.5 Prepared & Analyzed: 12/03/04 LCS (4120301 -BS1)) - -- - - -- - - 44.3 - - - -- 1.00 ugll 50.0 89 68- Benzene 48.5 1.00 50.0 97 72 -114 Chlorobenzene 55.0 1.00 50.0 110 60 -127 l,l- Dichloroethene 1.00 50.0 98 70 -119 Toluene 48.8 49.4 1.00 " 50.0 99 73 -113 Trichloroethene Surrogate: Dibromofluoromethane 46.3 50.0 93 80 -1 103 80 -133 Surrogate:4- Bromofluorobenzene 51.5 50.0 50.0 104 80120 Surrogate: Toluene -d8 52.2 Duplicate (4120301 -DUP1) - - - Source: 0411377 -10 -- - - -- -- Prepared & Analyzed_ 12 /03/04 - _ _ Acetone - ND 25.0 ug/i ND Acetonitrile ND 50.0 ND Acrolein ND 100 ND Acrylonitrile ND 10.0 ND Ally] chloride ND . 100 ND Benzene ND , 1.00 ND Bromobenzene ND 1.00 ND Bromochloromethane ND 1.00 ND Bromodichloromethane ND 1.00 ND Bromoform ND 1.00 ND Bromomethane ND 2.00 ND 2- Butanone ND 25.0 ND n- Butylbenzene ND 1.00 ND sec - Butylbenzene ND 1.00 ND tert- Butylbenzene ND 1.00 ND Carbon disulfide ND 1.00 ND Carbon tetrachloride ND 2.00 ND Chlorobenzene ND 1.00 ND Chlorod ibromomethane ND 1.00 ND Chloroethane ND 2.00 ND 2- Chloroethylvinyl ether ND 2.00 ND Chloroform ND 1.00 ND The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix (DAnalytical, Inc. 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 Page 23 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Volatile Organic Compounds by EPA Method 8260B - Quality Control Reporting Spike Source %REC RPD P 8 Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120301 Duplicate (4120301 -DUPI) Source: 0411377 -10 - - - - -- Prepared & Analyzed: 12/03/04 — ------ - - - - - -- 30 —— Chloromethane ND 2'00 ugJl ND 30 2- Chlorotoluene ND 1.00 ND ND 30 4- Chlorotoluene ND 1.00 ND 30 1,2- Dibromo- 3- chloropropane ND 2.00 ND 30 1,2- Dibromoethane (EDB) ND 1.00 ND 30 Dibromomethane ND 1. 00 ND 30 1,2- Dichlorobenzene ND 1. 00 ND 30 1,3- Dichlorobenzene ND 1. 00 ND 30 1,4- Dichlorobenzene ND 1. 00 ND 30 trans- l,4- Dichloro- 2- butene ND 2. 00 ND 30 Dichlorodifluoromethane ND 2. 00 ND 30 l,l - Dichloroethane ND 1. 00 ND 30 1,2- Dichloroethane ND 1. 00 ND 30 ],I- Dichloroethene ND 1. 00 ND 30 cis -1,2- Dichloroethene ND 1.00 ND 30 trans -1,2- Dichloroethene ND 00 1.00 ND 30 1,2- Dichloropropane ND 1. ND 30 1,3- Dichloropropane ND 1. 00 ND 30 2,2- Dichloropropane ND 1. 00 ND 30 1,1- Dichloropropene ND 1. 00 ND 30 cis -1,3- Dichloropropene ND 1. 00 ND 30 trans -1,3- Dichloropropene ND 1. 00 ND 30 Diethyl ether ND 2. 00 ND 30 Ethylbenzene ND 1.00 ND 30 Hexachlorobutadiene ND 1. 00 ND 30 Hexachloroethane ND 1. 00 ND 30 2- Hexanone ND 5.00 ND 30 lodomethane ND 1. 00 ND 30 Isopropylbenzene ND 1. 00 ND 30 Methylene chloride ND 5. 00 „ ND 30 Methyl tent -butyl ether ND 1.00 „ ND 30 4- Methyl- 2- pentanone ND 25.0 ND 30 Naphthalene ND 2. 00 ND 30 n- Propylbenzene ND 1. 00 ND 30 Styrene ND 1.00 ND 30 1, 1, 1,2-Tetrachloroethane ND 1.00 30 1,1,2,2 - Tetrachloroethane ND 2.00 ND The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 24 of 39 EMA Log #: 0412007 - Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Volatile Organic Compounds by EPA Method 8260B - Quality Control Reporting Spike Source %REC RPD L t Units Level Result %REC Limits RPD Limit Notes Analyte Result tmt 0301 Batch 4120301 Source: 0411377 -10 Prepared & Analyzed: 12/03/04 Duplicate 01 -DUP1) -- - - ND - - -- Tetrachloroethene ND- 1.00 ug/I ND Toluene ND 1.00 ND 1,2,3 - Trichlorobenzene ND . 100 ND 1,2,4- Trichlorobenzene ND 1.00 ND 1, 1, l - Trichloroethane ND . 200 ND 1,1,2 - Trichloroethane ND 1.00 ND Trichloroethene ND 100 . ND Trichlorofluoromethane ND 2.00 ND 1,2,3- Trichloropropane ND 2.00 ND 1,1,2- Trichlorotri fluoroethane N D 5.00 1,2,4 - Trimethylbenzene ND 100 . ND ND 1,3,5 - Trimethylbenzene ND 1.00 ND Vinyl acetate ND 5.00 ND Vinyl chloride ND 2.00 ND m,p- Xylene ND 200 . ND o- Xylene ND 1.00 - -. - -_ Surrogate: Dibromofluoromethane -- - 57.1 -- - - - 50.0 114 117 80 -130 80 -133 Surrogate :4 - Bromofluorobenzene 58.4 „ 50.0 50.0 107 80 -120 Surrogate: Toluene -c18 53.7 Sou_ rce: 0411_3_77_ -09 Prepared & Analyzed: 12/03/04 - -- Matrix Spike (4120301 -MS1) - ug/1 50.0 -ND 103 70 -128 Benzene 51.3 1.00 1.00 50.0 ND 93 74 -119 Chlorobenzene 46.4 1.00 50.0 ND 87 60 -133 l,l- Dichloroethene 43.7 50.0 ND 95 72 -125 Toluene 47.4 48.4 1.00 1.00 50.0 ND 97 73 -119 Trichloroethene - Surrogate: Dibromofluoromethane - -.49.6 - 50.0 99 112 80- 80 -133 Surrogate:4- Bromofluorobenzene 56.2 50.0 50'0 103 80 -120 Surrogate: Toluene -d8 51.6 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety . EnviroMatrix Analytical, Inc. 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 Page 25 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Volatile Organic Compounds by EPA Method 8260B - Quality Control Reporting Spike Source %REC RPD po B Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120301 _ Source: 0411377 -09 Prepared &Analyzed: 12/03/04 Matrix S ike Du (4120301 -MSD1) P— P - -- - _ _— __ 50.0 ND 95 70 -128 8 30 - - - - -- Benzene 5 47.5 1.00 ug/1 50.0 ND 95 74 -119 3 30 Chlorobenzene 47. 1.00 50.0 ND 107 60 -133 20 - -- l,l- Dichloroethene 53.5 1.00 50.0 ND 106 72 -125 11 30 Toluene 53.0 1.00 50.0 ND 99 73 -119 2 TrichloToethene 49 .3 1.00 - - — -- _ - -- -- - - -- 50.0 108 80 -13 Surrogate: Dibromofluoromethane 54.1 50.0 116 80 -133 Surrogate: 4- Bromofluorobenzene 57.9 50.0 107 80 -120 Surrogate: Toluene -d8 53.6 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix ;M Analytical, Inc. Page 26 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Semivolatile Organic Compounds by EPA Method 8270C - Quality Control Page 27 of 39 Reporting Po g Units Spike Source %REC RPD Level Result %.R Limits RPD Limit Notes EAne Result Limit Batch 4120501 Prepared: 12/05/04 Analyzed: 12/08/04 Blank 120501-BLK1) -- - - -- Acenaphthene ND 2'00 UgA Acenaphthylene ND 2.00 _. Anthracene ND 2.00 Benzidine ND 50.0 Benzo (a) anthracene ND 2.00 Benzo (b) fluoranthene ND 2.00 Benzo (k) fluoranthene ND 2.00 Benzo (g,h,i) perylene ND 2.00 Benzo (a) pyrene ND 2.00 Benzyl alcohol ND 4.00 Bis(2- chloroethoxy)methane ND 2.00 Bis(2- chloroethy])ether ND 2.00 Bis(2- chloroisopropyl)ether ND 2.00 Bis(2- ethylhexyl)phthalate ND 2.50 4- Bromophenyl phenyl ether ND 2.00 Butyl benzyl phthalate ND 2.00 Carbazole ND 5.00 4- Chloroaniline ND 20.0 4-Chl oro-3-methyl phenol ND 2.00 2- Chloronaphthalene ND 2.00 ' 2- Chlorophenol ND 2.00 4- Chlorophenyl phenyl ether ND 2.00 Chrysene ND 2.00 Dibenz(a,h)anthracene ND 2.00 w Dibenzofuran ND 2.00 Di -n -butyl phthalate ND 2.00 1,2- Dichlorobenzene ND 2.00 - 1,3- Dichlorobenzene ND 2.00 1,4- Dichlorobenzene ND 2.00 3,3'- Dichlorobenzidine ND 10.0 2,4- Dichlorophenol ND 2.00 Diethyl phthalate ND 2.00 2,4- Dimethylphenol ND 2.50 Dimethyl phthalate ND 2.00 4,6- Dinitro -2- methylphenol ND 2.00 2,4- Dinitrophenol ND 5.00 2,4- Dinitrotoluene ND 2.00 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix M +, Analytical, Inc. Page 27 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Semivolatile Organic Compounds by EPA Method 8270C - Quality Control Reporting Spike Source %REC RPD P B Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120501 Prepared: 12/05/04 Analyzed: 12/08/04 - Blank (4120501 -BLK1) -- -. - -- - - - - ug/l -- 2,6- Dinitrotoluene ND 2.00 Di -n -octyl phthalate ND 2.50 1,2- Diphenylhydrazine ND 10.0 , Fluoranthene ND 2.00 Fluorene ND 2.00 Hexachlorobenzene ND 2.00 Hexachlorobutadiene ND 2.00 Hexachlorocyclopentadiene ND 2.50 ' Hexachloroethane 10.9 2.00 Indeno (1,2,3 -cd) pyrene ND 2.00 Isophorone ND 2.00 2- Methylnaphthalene ND 2.00 2- Methylphenol ND 2.00 4- Methylphenol (3-Methyl phenol) ND 2.00 Naphthalene ND 2.00 2- Nitroaniline ND 5.00 3- Nitroaniline ND 10.0 4- Nitroaniline ND 10.0 Nitrobenzene ND 2.00 2- Nitrophenol ND 4.00 4- Nitrophenol ND 5.00 N- Nitrosodimethylamine ND 5.00 N- Nitrosodiphenylamine ND 2.00 N- Nitrosodi -n- propylamine ND 2.00 Pentachlorophenol ND 5.00 Phenanthrene ND 2.00 Phenol ND 2.00 ; Pyrene ND 2.00 Pyridine ND 10.0 1,2,4 - Trichlorobenzene ND 2.00 2,4,5 - Trichlorophenol ND 2.00 2,4,6 - Trichlorophenol ND 2.00 _ -- 17.1 -- 34 22- Surrogate: 2- Fluorophenol 50. 0 52 41 -135 Surrogate: Phenol -d6 25.9 50.0 55 35 -121 Surrogate: Nitrobenzene -d5 27.4 „ 50.0 53 30.130 Surrogate: 2- Fluorobiphenyl 26.7 50.0 53 48 -135 Surrogate: 2, 4, 6- Tribromophenol 26.5 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix[ Analytical, Inc. QB -04 Page 28 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Batch 4120501 EMA Log #: 0412007 Semivolatile Organic Compounds by EPA Method 8270C - Quality Control Blank (4120501 -BLKI) Surrogate: Terphenyl -d14 LCS (4120501 -BSI) Acenaphthene 4- Chloro -3- methyl phenol 2- Chlorophenol Di -n -butyl phthalate 1,4- Dichlorobenzene 2,4- Dinitrotoluene 4- Nitrophenol N -N itrosodi- n- propylam ine Pentachlorophenol Phenol Pyrene 1,2,4 - Trichlorobenzene Surrogate: 2- Fluorophenol Surrogate: Phenol -d6 Surrogate: Nitrobenzene -d5 Surrogate: 2- Fluorobiphenyl Surrogate: 2, 4, 6- Tribromophenol Surrogate: Terphenyl -d14 LCS Dup (4120501 -BSD1) _ Acenaphthene 4- Chloro -3- methylphenol 2- Chlorophenol Di -n -butyl phthalate 1,4- Dichlorobenzene 2,4- Dinitrotoluene 4 -N itrophenol N -N itrosodi- n- propylamine Pentachlorophenol Phenol Pyrene 1,2,4- Trichlorobenzene Surrogate: 2- Fluorophenol Surrogate: Phenol -d6 Reporting Spike Source %REC RPD Result Limit Units Level Result %REC Limits RPD Limit Notes 27.2 23.5 29.7 22.6 27.0 16.4 25.8 27.8 26.2 19.2 25.1 22.6 20.4 15.0 20.6 25.5 25.1 26.5 25.2 2.00 2.00 2.00 2.00 2.00 2.00 5.00 2.00 5.00 2.00 2.00 2.00 23.3 2.00 29.4 2.00 23.4 2.00 27.0 2.00 16.6 2.00 25.8 2.00 25.9 5.00 26.3 2.00 17.4 5.00 29.7 2.00 23.0 2.00 20.9 2.00 16.6 21.0 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix (!D Analytical, Inc. Page 29 of 39 Prepared: 12/05/04 Analyzed_ 12/08/04 - ug4 50.0 54 30-140 Prepared: 12/05/04 Analyzed_ 12/08/04 ug/I 25.0 94 47 -145 " 25.0 119 22 -147 25.0 90 23 -134 " 25.0 108 1 -141 " 25.0 66 20 -124 25.0 103 39 -139 " 25.0 111 0 -132 " 25.0 105 0 -230 25.0 77 14 -175 " 25.0 100 5 -112 " 25.0 90 52 -148 " 25.0 82 44 -142 - 50.0 _ - 30 22 -124 50.0 41 41 -135 50.0 51 35 -121 50.0 50 30 -130 " 50.0 53 48 -135 " 50.0 50 30 -140 Prepared: 12/05/04 Analyzed: 12/08/04 _ -_- ug/I 25.0 93 47 -145 0.9 30 " 25.0 118 22 -147 1 30 25.0 94 23 -134 3 30 25.0 108 1 -141 0 30 " 25.0 66 20 -124 1 30 25.0 103 39 -139 0 30 " 25.0 104 0 -132 7 30 " 25.0 105 0 -230 0.4 30 " 25.0 70 14 -175 10 30 " 25.0 119 5 -112 17 30 QL -03 " 25.0 92 52 -148 2 30 " 25.0 84 44 -142 2 30 50.0 33 22 -124 50.0 42 41 -135 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix (!D Analytical, Inc. Page 29 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Semivolatile Organic Compounds by EPA Method 8270C - Quality Control Reporting Spike Source %REC RPD Po B Result Limit Units Level Result %REC Limits RPD Limit Notes Analyte Batch 4120501 Prepared: 12/05/04 Analyzed: 12/08/04 LCS Dup (4120501 -BSDI) — -- _ -- -- _ — -- _ — ngn so.o 50 35 -1 Surrogate: Nitrobenzene -d5 zs.z 50.0 50 30 -130 Surrogate: 2- FJuorobiphenyl 24.9 50.0 5I 48 -135 - Surrogate:1,4,6- Tribromopheno! 25.5 500 51 30 -140 Surrogate: Terphenyl -d14 25.4 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix jy, Analytical, Inc. Page 30 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Conventional Chemistry Parameters by Standard/EPA Methods - Quality Control Reporting Spike Source %REC RPD Po Result Limit Units Level Result %REC Limits RPD Limit Notes Batch 4120114 Prepared & Analyzed: 12/01/04 _., Blank 4_120114_ -BLKI) Residual Chlorine ND 0.05 m Duplicate 4120114 -DUPI) P (.—_ -- Source: 0412007 -01 — — Prepared & Analyzed: 12/01/04 - — —. 13 20 - Residual Chlorine 0.08 0.05 mg/l 0.07 Prepared & Analyzed: 12 /01/04 Reference (4120114 -SRMI) - - -- -- 0.05 mg/l 0.210 100 57 -143 Residual Chlorine 0.21 Batch 4120115 Prepared & Analyzed: 12/01/04 Blank (4120115 -BLKI) -- Hexavalent Chromium ND mg/l Pre ared & Analyzed: 12/01/04 L_CS (4120115 -BSI) 0.55 0.002 2 mg 110 80 -120 Hexavalent Chromium Prepared & Analyzed: 12/01/04 L_CS Dup (4120115 -BSDI) - — 0.57 - --.0 — 0.02 mg/1 0.50 114 80 -120 4 20 Hexavalent Chromium Duplicate (4120115 - Source: 0412007 -01 Prepared & Analyzed: 12/01/04 _- _DUPI) _ - - Hexavalent Chromium -- ND 0.02 mg/1 0.01 Matrix Spike (4120115 -_MS1) Source: 041200.7 -01 _Prepared & Analyzed: 12/01/04 _— Hexavalent Chromium 0.54 0.02 mg/l 0.500 0.01 106 89 -120 M_atrix_S_pike Dup (4120115 -MSDI) Source: 0412007 -01 - -- Prepared &Analyzed: 12/01/04 --0 20 _ Hexavalent Chromium 0.54 0.02 mg/l 0.500 0.01 106 89 -120 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix (D Analytical, Inc. Page 31 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Conventional Chemistry Parameters by Standard/EPA Methods - Quality Control Reporting Spike Source %REC RPD Po g Notes Result Limit Units Level Result %REC Limits RPD Limit Batch 4120117 Source: 0412007 -01 Prepared & Analyzed: 12/01/04 -- ---- - - - - -- Duplicate (4120117 -DUPl) - - - -. - -- -- - NTU 2.50 — — -- 2 20 3260 Turbidity 3330 Prepared & Analyzed: 12/01/04 -- -- Reference (4120117 -SRMI) - _ -- -- _ - -- 2.94 - -- - - 0.05 NTU - 2.76 107 86 -114 Turbidity Batch 4120138 Duplicate (4120138 -DUPI) _ __ ---source: 0412007 -01 - - Prepared & Analyzed: 12/01/04 _— — — 18 20 _ Dissolved Oxygen 0.36 0.10 mgll 0.43 Batch 4120207 Duplicate (4120207 -DUPI) __ Source: 0412007 -01 _ - __ - -_ - - - - Prepared & Analyzed: 12/01/04_ -_ -- -- - - 0 - 0.3 20 - PH -- 6.18 0.10 Pti Units 6.20 Prepared & Analyzed: 12 /01/04 Reference (4120207- SRA11) -- - - - -- -_ - - - - -- - — 8.83 - - 0.10 pH Units __ - 9.10 97 97 -103 PH Batch 4120209 Prepared & Analyzed: — Blank (4120209 -BLKI) ND 0.05 m Hydrogen sulfide Prepared & Analyzed: 12/02/04 - L_CS (4120209-BSI)- - - - - -- 0.19 0.p5 mg/I 0.200 95 80 -1 Hydrogen sulfide The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix Analytical, Inc. Page 32 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Conventional Chemistry Parameters by Standard/EPA Methods - Quality Control p -- -- -- - - -- 0.05 mg/ I 0.200 95 80 -120 0 20 Hydrogen sulfide 0.19 Duplicate (4120209 -DUP1) Source: 0412005 -01 Prepared & Analyzed: 12/02/04 - -- - 20 - -- - -- ND" - —0.05 mg/l ND Hydrogen sulfide Matrix S ike 4120209 -MS1) Source: 0412005 -01 Prepared & Analyzed: 12/02/04 p - - - - -- 0.05 mg/l 0.200 ND 85 80 -120 Hydrogen sulfide 0.17 Matrix Spike (412020_9- _M_SD1) _ Source: 041.2005 -01 Prepared & Analyzed: 12/02/04 -_- _ _ -- Hydrogen sulfide 0.17 0.05 mg/l 0.200 ND 85 80 -] Batch 4120217 Source: 0412028 -04 Prepared: 12/02/04 Analyzed: 12/03/04 - D_ uplicate (4120217 -DUPI) - - - - - - _ - -- - -" -- - - Total Suspended Solids ND 20 m 6 18 20 Reference (4120_217- SRN11) Prepared: 12/02/04 Analyzed: 12/03/04 - _ — 20 mg/l 41.6 82 72 -11 _- -- _- -- Total Suspended Solids 34 Batch 4120218 Blank (4120218 -BLK1) Prepared & Analyzed12 /02/04 - -_ -- -- - - - -- - - -— - -ND "— 0.020 mg/l Cyanide (total) LCS (4120218 -BS1) Prepared &_Analyzed: 12/02/04 - — - - -- Cyanide (total) 0.425 0.020 mg/1 0.500 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix I - IAnalytical, Inc. Notes Page 33 of 39 Reporting S Spike Source %REC R RPD Analyte R Result L Limit U Batch 4120209 Prepared &Analyzed: 12/02/04 L_ Du (4120209 -BSD1) P The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix I - IAnalytical, Inc. Notes Page 33 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Conventional Chemistry Parameters by Standard/EPA Methods - Quality Control Reporting Spike Source %REC RPD po g Result Limit Units Level Result %REC Limits RPD Lima Notes Batch 4120218 & Analyzed: 12/02/04 LCS Dup (4120218 -BSDl) _ -- - __Prepared & 0.500 20 Cyanide (total) 0 0.510 0 Source: 0412014 -03 - Prepared & Analyzed_12 /02/04 Duplicate ( 4120218 -DUPl) _ _ -_ -_ _ _— -- - - -m /l 0 - P 20 y Cyanide (total) N ND 0 0.020 P� ix Spike 4120218 -S) Source: 0412014 -03 P Prepared & Analyzed: 12/02/04 — . S The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix ) Analytical, Inc. Page 34 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Conventional Chemistry Parameters by Standard/EPA Methods - Quality Control Reporting rtin Spike Source %REC RPD Result Limit Units Level Result %REC Limits RPD Limit Batch 4120311 Matrix Spike Dup (4120311 -MSDI Ammonia as N _Source: 041.2005 -01 _ Prepared & Analyzed: 12/03/04 _ 0.98 0.10 mg/I 0.820 ND 120 80 -120 6 20 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix 11R Analytical, Inc. Notes Page 35 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. F. , EnviroMatrix %'�, Analytical, Inc. Page 36 of 39 TPH by EPA 8015B - Quality Control Reporting Spike Source %REC Level Result %REC Limits RPD RPD Limit Notes Result Limit Units Analyte Batch 4120403 Prepared: 12/04/04 Analyzed: 12/05/04 Blank (4120403 -BLK0 — --- — Diesel (CIO -C28) ND 500 ug/l Extended Range HC (C28 -C40) ND 500 -- — - - - - -- A -01 _ -- -- 4650 - - "- " 3330 140 69 -139 Surrogate:4- Bromofluorobenzene Prepared: 12/04/04 Analyzed: 12/05/04____— LCS (4120403 -BSI) _ -- -- 500 ug/I — - 102 75 -125 5040 _ Diesel (C10 -C28) 5160 -- - ---- - -- 3420 3330 103 69-139 Surrogate: 4-Bromofluorobenzene Prepared: 12/04/04 Analyzed12 /05/04.— LCS Dup (4120403 -BSD1) _ "- — — - - - - -- 500 ug/I 5040 115 75 -125 11 30 ___ Diesel (C 10 -C28) Diesel 5780 - -- — - - - -- 147 69 -139 - - "- --- Surrogate: 4- Bromofluorobenzene 49/0 3330 Source: 0411308 -02 Prepared: 12/04/04 Analyzed: 12/05/04 " -_-_ Duplicate 4120403 -DUPI) � - --- -- - — --- 30 D -40 p - - - — Diesel (C I O- C28) --- -- — ND 500 ug I ND 30 Extended Range HC (C28 -C40) ND 500 --- - -- -- 5010 - " - 3330 150 69 -139 Surrogate:4- Bromofluorobenzene Source: 0412018 -02 Prepared: 12/04/04 Analyzed: 12/05/04 Y — Matrix Spike 4120403 -MSI) — -- 500 ug/I — 5040 ND 116 75 -12 O Diesel (C10 -C28) -- - 5850 - - 144 69 -139 -- Surrogate: 4- Bromofluorobenzene 4800 3330 Source - 0412018 -02 Prepared: 12/04/04 Analyzed: 12 /05/04 p - — — —___ -- Matrix Spike Dup (4120403 -MSD1) --- --- ugA — 115 75 -125 0 5 5040 ND Diesel (CI O -C28) 5820 500 - - Surrogate:4- Bromofluorobenzene - - 4120 -- 3330 127 69 -139 Batch 4120922 12/09/04 Analyzed: 12/10/04 y - — Blank 4120922 -BLKI —_ _ -- _Prepared: - — - -- — Gasoline (6-C 10) ND 20 ug/l — — — — _ -- Surrogate:4- Bromofluorobenzene — 14.9 11 15.0 100 77 -135 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. F. , EnviroMatrix %'�, Analytical, Inc. Page 36 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix .'M; Analytical, Inc. Page 37 of 39 TPH by EPA 8015B - Quality Control po g Reporting Spike Source %REC RPD Level Result %REC Limits RPD Limit Notes Result Limit Units Analyte Batch 4120922 Prepared: 12/09/04 Analyzed: 12/10/04 - - y - - LCS (4120922 -BSI) - --- - - - - - - — - -20 ugfl — - - "- 196 103 75 -125 Gasoline (C6 -C 10) 201 - — 83 77 -135 - — — - - - Surrogate: 4- Bromofluorobenzene 20.8 25.0 Source: 0412007 -01 Prepared: 12/09/04 Analyzed: 12/10/04 - -- Duplicate 4120922 -DUPI P - -- - - ❑g/I ND 30 Gasoline (C6 -C10) ND 20 - — -- _ 96 77 135 _ Surrogate:4- Bromofluorobenzene 24.1 11 Source: 0412007 -01 Prepared: 12/09/04 Analyzed: 12/10/04 -_ - -. - Matrix Spike (4120922 -MS1) - - - -- -- - -- 20 - 196 ND 123 75-125 -- - - -- Gasoline(C6 -C10) 241 -uS0 - - -- -- -- - - - - -- -_ 100 77135 Surrogate:4- Bromofluorobenzene 24.9 Source: 0412007 -01 Prepared: 12/09/04 Analyzed: 12/10/04 Matrix Spike Du 4120922 -MSD1) -- - -- - ug/I - 196 ND 110 75 -125 I1 — Gasoline (C6 -C10) 216 20 - - gp 77 -I Surrogate:4- Bromofluorobenzene 22.5 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix .'M; Analytical, Inc. Page 37 of 39 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 EMA Log #: 0412007 Organotin Compounds by GC - FPD - Quality Control Reporting Spike Source %REC RPD po Notes Result Limit Units Level Result %REC Limits RPD Limit Batch 4120724 Prepared: 12/07/04 Analyzed:. 12 /10/04 Blank 4_120724 -BLKI) ND 0.005 ug/l Tributyltin ND 0.020 Dibutyltin Monobutyltin ND 0.020 -- -- - - - - --- - - - - -- -- -- - - -- — - -- -- 0.250 109 71- Surrte: Tripenty ltin oga 0.273 0.250 94 67 -130 Surrogate: Tri -n- propyltin 0.235 Prepared: 12/07/04 Analyzed: 12/10/04 LCS (4120724 -BSI) -- — — - — — - — - 87 65 -138 ugll 0.250 Tributyltin 0.217 0.005 0 249 43 5 -88 Dibutyltin 0.106 0.020 0.250 16 0 -88 Monobutyltin 0.040 0.020 - - - - - - -- - - - — - - _. - - -- - - - 0.25 106 71 -128 _ Surrogate: Tripentyltin 2264 0.250 93 67 -130 Surrogate: Tri -n propyltin 0.233 Prepared: 12/07/04 Analyzed: 12/10/04 _ -_ -_ - - --_ — - -- -- LCS Dup (4120724 -BSDl) - - - - - - u 0250 85 65 -138 2 3 -- -- Tributyltin 0.213 0.005 . 0.249 57 5 -88 29 30 Dibutyltin 0.142 0.020 0 250 17 0 -88 5 30 Monobutyltin 0.042 0.020 - - -_ __ -- - - - - - -- - - 0. - 0.25 96 71 -128 -- Surrogate: Tripentyltin 2200 0.250 81 67 -130 Surrogate: Tri -n propyltin 0,202 The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix M, Analytical, Inc. Page 38 of 39 EMA Log #: 0412007 Client Name: Leighton Consulting, Inc. Project Name: 600666 -001 Notes and Definitions A -0 1 The surrogate was above the upper control limit suggesting the results are biased high. All samples were non - detect in this batch. Data released without further qualification. A -04 >1600 D -40 Diesel Range Organics (DRO) present but do not match diesel fuel pattern. QB -04 This analyte is a suspected laboratory contaminent. QB -05 This analyte was found in the method blank and is a suspected laboratory contaminent. QL -03 The LCS recovery for this analyte was outside the QC criteria for this method. S -BN Base/Neutral surrogate recovery outside of control limits. The data was accepted based on valid recovery of remaining two base /neutral surrogates. ND Analyte NOT DETECTED at or above the reporting limit NR Not Reported dry sample results reported on a dry weight basis RPD Relative Percent Difference The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. EnviroMatrix ;M ` Analytical, Inc. 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