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NEWest Construction Co Book 2 of 2; 2013-02-20; PWS13-12UTIL
CITY OF CARLSBAD San Diego County Califomia CONTRACT DOCUMENTS, GENERAL PROVISIONS, SUPPLEMENTAL PROVISIONS, AND TECHNICAL SPECIFICATIONS FOR HOME PLANT SEWER LIFT STATION & FORCE MAIN REHABILITATION CONTRACT NO. 5509 BID NO. PWS13-12UTIL BOOK 2 OF 2 (APPENDICES) Revised 03/21/12 Contract No. 5509 TABLE OF CONTENTS APPENDIX APPENDIX A Geotechnical Reports APPENDIX B Pothole Report APPENDIX C Resource Agency and City Permits APPENDIX D As Builts Drawings: Existing Pump Station APPENDIX E Door Hanger Sample, Construction Notification APPENDIX F Sample Project Sign APPENDIX G SWPPP Supporting Informafion APPENDIX H Applicable Standard Drawings APPENDIX 1 EWA, Groundwater Discharge Permit Sample Application APPENDIX A GEOTECHNICAL REPORTS October 20, 2011 Project No. 106636003 Mr. Michael Pollard Psomas 3111 Camino Del Rio North, Suite 702 San Diego, Califomia 92108 Subject: Infiltration Evaluation Home Plant Lift Station Infiltration Basin Carlsbad, Califomia Dear Mr. Pollard: In accordance with your request, Ninyo & Moore has performed an infiltration evaluation for the proposed infiltration basin at the Home Plant Lift Station Infiltration Basin Project in Carlsbad, Califomia. The subject site is located at the City of Carlsbad Home Plant Sewer Lift Stafion, 2359 Carlsbad Boulevard, in Carlsbad, Califomia (Figure 1). The purpose of our study was to evaluate the infiltrafion capacity of the subsurface soils in the area of the proposed infiltrafion basin (Figure 2). This report presents our findings regarding the infiltrafion capacity ofthe soils at the locafions evaluated. SCOPE OF SERVICES Our scope of services included the following: • Reviewing background information including available geologic and topographic maps, and a geotechnical report for the Home Plant Sewer Lift Station performed by Ninyo & Moore (August 2009). • Performing a field reconnaissance to observe the site condifions and mark out the proposed infiltration test holes. • Notificafion of Underground Service Alert (USA) to locate potenfial buried underground utilifies in the vicinity of the infiltrafion test locations. 5710 R'jffin Road • San Diego. Cajitbmia 92123 • Phcne (358) 576-1000 • Fax (858| 576-9600 SanDnego • Irvine • ijosArgeies • .'?3ncfx)Or«Tnon<}3 • Oal'J3nd • SanRandsco • Sacranxf^to UsV&aas ' Phccnix » Tucson • PTeicctt Valley • L\if%tr » Bftiso • Houiiofi 25 Home Plant Lift Stafion Infiltration Basin October 20 2011 Carlsbad, Califomia p,^j^,t j06636003 Perfomiing a subsurface evaluafion consisting ofthe excavafing, logging, and sampling of two mfiltrafion test excavafions. The holes were excavated to approximately 7 feet below the ground surface (bgs). Performing infiltration tests in the excavated test holes in general accordance with the County of San Diego Department of Environmental Health (DEH) guidelines. Performing visual classification of the excavated materials. Preparing this letter report providing the findings ofthe infiltrafion tesfing. SITE AND PROJECT DESCRIPTION The existing Home Plant Lift Stafion is located at 2359 Carlsbad Boulevard. The site is bounded to the east by Carlsbad Boulevard and on the west by North County Transit District (NCTD) railroad tracks. The site is relatively level with surface mnoff generally to the northwest. Surface elevations range fi-om approximately 20 feet above mean sea level (MSL) at the northwest comer to 33 feet MSL at the southeast comer of the site. The exisfing pump station, which is located near the south- east comer ofthe site, was originally constmcted in 1963 and was rehabilitated in 1991. Our field reconnaissance indicates that some new fill material (on the order of 0.5 to 1.5 feet thick), has been placed along the northwest porfion of the site since our 2009 geotechnical evaluafion. Based on visual observations, we estimate the exisfing ground surface in the vicinity ofthe proposed infiltrafion basin to be 27 feet MSL. As shown on Figure 2, the proposed infiltrafion basin will be constmcted on the north portion of the site. Our review of preliminary plans by Psomas indicates that the infiltration basin will con- sist of a basin extending from the exisfing ground surface to an elevation of 22 feet (MSL). The area ofthe basin will be over excavated by an addifional 18 inches and replaced with a blanket of select loamy sand approximately 18 inches thick. In addition, the basin sides will be sloped at a rafio of 3:1, horizontal: vertical. 106636003 L.doc , ,» 2 Mf^m^-mmt^ Home Plant Lift Station Infiltrafion Basin October 20, 2011 Carlsbad, Cahfomia Project No. 106636003 SUBSURFACE EVALUATION Our subsurface infiltrafion tests were conducted on October 6, 2011, and consisted ofthe excava- fion, logging, and tesfing of two small-diameter soil boring excavafions. The borings were advanced with a tmck-mounted drill rig ufilizing 6-inch diameter solid stem augers. The borings were designated TT-1 and IT-2. Selected soil samples were visually classified and logged during drilling. The approximate locafions of the borings/infiltration tests are shown on Figure 2. Logs of borings are attached as Figures A-1 through A-2. Geologic units encountered during our subsurface exploration consisted of fill materials under- lain by old paralic deposits. As encountered, the fill material generally consisted of brown, moist, medium dense, silty sand with a few gravel and cobbles. Scattered constmction debris, including gravel and broken concrete was encountered in boring IT-2. Old paralic deposits were encoun- tered below the fill to the depth explored. In general, the material generally consisted of brown, moist, medium dense, silty sand. Review ofthe boring logs from our previous evaluation (Ninyo & Moore, 2009) indicated a layer of clayey sand material in boring B-1. This layer was reported at an approximate elevafion of 18.5 feet MSL. If this layer is underlying the proposed infiltrafion basin, slower infiltrafion rates may be expected. A geologist should evaluate the infiltration excavation prior to the addition of the 18-inches thick sand blanket. Groundwater Groundwater not encountered in the infiltration borings. Groundwater was encountered dur- ing the excavation of our subsurface borings in 2009 at depths ranging from 23 to 31 feet bgs or at elevafions of approximately -1 to +8 feet MSL. We note that variafions in ground- water level may occur due to rainfall, irrigation, tidal influence and other factors. 106636003 L.doc 3 -i^M^i^ M^IWH Home Plant Lift Stafion Infiltration Basin Carlsbad, Califomia October 20, 2011 Project No. 106636003 INFILTRATION TESTING As a means of evaluating the infiltrafion characteristics of near surface materials, infiltration test- ing was performed on October 6, 2011 at the test locafions. The procedure used was in general accordance with DEH guidelines (DEH, 2008). Free-draining, pea gravel was placed in the bottom ofthe test excavafions. Lengths of 2-inch di- ameter slotted casing were installed in an upright position, and the annulus between the pipe and sidewalls was backfilled with additional gravel to mifigate the potenfial for caving. To begin the infiltration testing procedure, the test holes were filled with 12 inches of water. The test holes were given 30 minutes to percolate more than 5 inches of water. If 5 inches of water or more percolate within 30 minutes, then the fast test was performed. Each of the infiltrafion tests were eligible for the fast test which consists of taking readings every ten minutes for the next hour. Test holes were typically refilled after each reading. The infiltration test borings were backfilled at the conclusion of tesfing. The test results were calculated and adjusted for gravel-packed test holes. Field infiltra- fion testing data is attached, and the adjusted infiltration rates are summarized in Table 1. Table 1 - Infiltration Test Results Summary Infiltration Test Depth below ground surface (feet) Soil Description Infiltration Rate Infiltration Test Depth below ground surface (feet) Soil Description MPI in/hour IT-1 7.0 Silty Sand <1 >10 IT-2 7.0 Silty Sand 4 >10 Notes: MPI = minutes per inch in/hour = inches per hour LIMITATIONS The conclusions and recommendafions presented in this report are based on analysis of observed condi- tions in widely spaced exploratory borings. If conditions are found to vary fi-om those described in this report, Ninyo & Moore should be notified, and recommendations will be provided upon request. 106636003 L.doc in Home Plant Lift Stafion Infiltrafion Basin October 20, 2011 Carlsbad, Califomia Project No. 106636003 The field evaluation, laboratory tesfing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condifion. Variations may exist and conditions not observed or described in this report may be encountered during constmction. Uncertainties relative to subsurface conditions can be reduced through additional subsurface explo- ration. Additional subsurface evaluation will be performed upon request. Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of stmctural issues, environmental concems, or the presence of hazardous materials. This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per- fonn an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional explorafion and laboratoiy tesfing. Our conclusions, recommendafions, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our office should be nofified and recommendafions, if warranted, will be provided upon request. It should be understood that the conditions of a site could change with time as a result of natural processes or the acfivities of man at the subject site or nearby sites. In addition, changes to the ap- plicable laws, regulations, codes, and standards of practice may occur due to govemment action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control. 106636003 L.doc '\ fWi Home Plant Lift Stafion Infiltrafion Basin Carlsbad, Califomia October 20, 2011 Project No. 106636003 This report is intended exclusively for use by the client. Any use or reuse ofthe findings, conclu- sions, and/or recommendafions of this report by parties other than the client is undertaken at said parfies' sole risk. We appreciate the opportunity to be of service. Respectfully submitted, NINYO & MOORE Robert T. Wheeler, PG, CEG Senior Project Geologist RTW/GTF/gg Attachments: References Figure 1 - Site Locafion Figure 2 - Boring Locafion Figures A-1 through A-2 - Boring Logs Field Infiltrafion Test Data Distribufion: (1) Addressee (via e-mail) Gregory T. Farrand, CEG Principal Geologist 106636003 L.doc Home Plant Lift Stafion Infiltrafion Basin October 20, 2011 Carisbad, Califomia Project No. 106636003 REFERENCES County of San Diego, Department of Environmental Health Land and Water Quality Division, 2008, Percolafion Test Procedures: dated June 26. County of San Diego, Department of Planning and Land Use, 2007, Low Impact Development Handbook, Stormwater Management Strategies: dated December 31. Geotracker website, 2011, http://geotracker.swrcb.ca.gov. Kennedy M.P and Tan, S.S., 2008, Geologic Map ofthe Oceanside 30' X 60' Quadrangle, Cali- fomia, Califomia Geologic Survey. Ninyo & Moore, 2009, Geotechnical Evaluation, City of Carisbad, Home Plant Sewer Lift Station Re- placement, Carisbad, Califomia, Ninyo & Moore Project No. 106636001: dated August 18. Ninyo & Moore, In-house proprietary information. Norris, R.M. and Webb, R.W., 1990, Geology of Califomia, Second Edition: John Wiley & Sons, Inc. Tan, S.S. and Kennedy M.P, 1996, Geologic Maps of the Northwestem Part of San Diego County, Califomia; Califomia Geological Survey, Open File Report 96-02. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern Califomia: Califomia Geological Survey, Open-File Report 93-02. United States Department ofthe Interior, Bureau of Reclamation, 1998, Engineering Geology Field Manual. United States Geological Survey (USGS), 1968 (Photorevised 1975), San Luis Rey Quadrangle, 7.5 Minute Series Topographic Map, San Diego County, Califomia: scale 1:24,000. 106636003 L.doc SOURCE: 2008 Thomas Guide far San Diego County, Street Guide and Directory; Map © Rand McNally, R.L07-S-129 SCALE IN FEET 0 1,200 2,400 4,800 NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE MAP EXTENT SITE LOCATION PROJECT NO. DATE HOME PLANT LIFT STATION INFILTRATION BASIN CARLSBAD, CALIFORNIA 106636003 10/11 HOME PLANT LIFT STATION INFILTRATION BASIN CARLSBAD, CALIFORNIA FIGURE 1 A- B-4 BORING TD=41.0' TD=TOTAL DEPTH IN FEET •0- IT-2 INFILTRATION TEST TD=7.0" TD=T0TAL DEPTH IN FEET TE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE PROJECT NO. 106636003 DATE BORING LOCATIONS HOME PLANT LIFT STATION INFILTRATION BASIN CARLSBAD, CALIFORNIA I I-D. LU Q < CQ o o LJ_ w o _l CD LU cr ID h-w o LJ_ o CD Z LU Q 7 O o BORING LOG EXPLANATION SHEET xx/xx 10 9 XL 15 Bulk sample. ~ ' ' — Modified split-barrel drive sampler. No recovery with modified split-barrel drive sampler. Sample retained by others. Standard Penetration Test (SPT). No recovery with a SPT. Shelby tube sample. Distance pushed in inches/length of sample recovered in inches. No recovery with Shelby tube sampler. Continuous Push Sample. Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. SM ALLUVIUM: Solid line denotes unit change. Dashed line denotes matenafchangeT Attitudes: Strike/Dip : Bedding : Contact j: Joint f: Fracture : Fault cs: Clay Seam : Shear bss: Basal Slide Surface sf: Shear Fracture sz: Shear Zone sbs: Sheared Bedding Surface The total depth line is a solid line that is drawn at the bottom of the boring. BORING LOG EXPLANATION OF BORING LOG SYMBOLS PROJECT NO. DATE Rev. 01/03 FIGURE U.S.C.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES GO I—1 o GO P w o rji o o u o o d A GRAVELS (More than 1/2 of coarse fraction > No. 4 sieve size) % mm % mm SANDS (More than 1/2 of coarse fraction <No. 4 sieve size) • GM Silty gravels, gravel-sand-silt mixtures GW Well graded gravels or gravel-sand mixtures, little or no fines GP GC Clayey gravels, gravel-sand-clay mixtures SW SP SM Silty sands, sand-silt mixtures Poorly graded gravels or gravel-sand mixtures, little or no fines Well graded sands or gravelly sands, little or no fines Poorly graded sands or gravelly sands, little or no fines SC Clayey sands, sand-clay mixtures GO o GO Q w [1^ J3 o SILTS & CLAYS Liquid Limit <50 ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean o o d V SILTS & CLAYS Liquid Limit >50 OL Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silty clays, organic silts HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils GRAIN SIZE CHART CLASSIFICATION RANGE OF GRAIN SIZE CLASSIFICATION U.S. Standard Sieve Size Grain Size in Millimeters BOULDERS Above 12" Above 305 COBBLES 12" to 3" 305 to 76.2 GRAVEL Coarse Fine 3" to No. 4 3" to 3/4" 3/4" to No. 4 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 SAND Coarse Medium Fine No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 SILT & CLAY Below No. 200 Below 0.075 PLASTICITY CHART 50 / / OH CL N/l Hi CL - M ML SOL 1 0 10 2 0 3 0 4 0 50 6 0 70 8 0 LIQUID LIMIT (LL), % U.S.C.S. METHOD OF SOIL CLASSIFICATION Updiited Nov. 2004 cu X h- CL UJ Q 1-O o u. o _J LU Ql Z) I- o 10 15 u_ o CL OD Z UJ Q > Q 20 O I- . < CO Pd t CO CO CO -> < _J O DATE DRILLED 10/06/1 I BORING NO. IT-1 GROUND ELEVATION27' + (MSL) SHEET OF METHOD OF DRILLING6" Diameter Solid Stem Auger DRIVE WEIGHT N/A DROP N/A SAMPLED BY BTM LOGGED BY BTM REVIEWED BY RTW SM DESCRIPTION/INTERPRETATION FILL: Brown, moist, medium dense, silty SAND; scattered gravel and cobbles. SM OLD PARALIC DEPOSITS: Brown, moist, medium dense, silty SAND. I'otal Depth = 7 feet~ Groundwater not encountered during drilling. Backfilled on 10/06/11. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussec the report. BORING LOG HOME PLANT LIFT STATION INFILTRATION BASIN CARLSBAD, CALIFORNIA Q. "U LU _l CL < CO O O LL CO O _j CO UJ 01 I- co O Q u_ O CO z LU Q > Q DATE DRILLED 10/06/11 BORING NO. IT-2 O CQ >^ CO < CO yd ic/) CO CO < _j o SM SM GROUND ELEVATION27' + (MSL) SHEET OF METHOD OF DRILLING6" Diameter Solid Stem Auger DRIVE WEIGHT N/A DROP N/A SAMPLED BY BTM LOGGED BY BTM REVIEWED BY RTW DESCRIPTION/INTERPRETATION FILL: Brown, moist, medium dense, silty SAND; scattered gravel and construction debris (concrete). OLD PARALIC DEPOSITS: Brown, moist, medium dense, silty SAND. Total Depth = 7 feet. Groundwater not encountered during drilling. Backfilled on 10/06/11. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG HOME PLANT LIFT STATION INFILTRATION BASIN CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE Home Plant Lift Station Infiltration Basin Carlsbad, Califomia October 20, 2011 Project No. 106636003 10/6/2011 Test Date: Test Hole Diameter (inches): 6.0 Test performed and recorded by: BTM Infiltration Test No.: Excavation Depth (feet): IT-1 7.0 At Ad At/Ad MPI Adjusted MPI Rate in/hr 9:21 5.000 9:37 0.000 >5^ <1 <1 >10 More than the measurable column height dropped within 5 minutes, and five gallons percolated within 16 minutes 10/6/2011 Test Date: Test Hole Diameter (inches): 6.0 Test performed and recorded by: BTM Infiltration Test No.: Excavation Depth (feet): IT-2 7.0 tl d2 At Ad At/Ad Adjusted Rate Ad MPI MPI in/hr 9:40 6.500 9:45 6.960 5 0.460 1 2 >10 9:45 6.500 9:50 1.870 5 0.330 1 3 >10 9:50 6.500 9:55 1.870 5 0.230 2 4 >10 9:55 6.500 10:00 1.860 5 0.220 2 4 >10 10:00 6.500 10:05 1.860 5 0.220 2 4 >10 10:05 6.500 10:10 1.860 5 0.220 2 4 >10 Notes: t| = initial time when filling or refilling is completed in minutes d, = initial depth to water in hole at t, in feet t2 = final time when incremental water level reading is taken in minutes di = final depth to water in hole at ti in feet At = change in time between initial and final water level readings in minutes (tj -1,) Ad = change in depth to water in feet (dj - d,) MPI = minutes per inch in/hr = inches per hour DNI = did not infiltrate ' Porosity of gravel (n) = 0.35 Pea Gravel Hole Diameter (0^) = 6.0 inches Pipe Diameter (Dp) = 2.0 inches Adjustment Factor = 2.37 Ifl6fi3600_1 T Inliltraliun xis 1 of 1 GEOTECHNICAL EVALUATION HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA PREPARED FOR: PSOMAS 4455 Murphy Canyon Road, Suite 200 San Diego, Califomia 92123 PREPARED BY: Ninyo & Moore Geotechnical and Environmental Sciences Consultants 5710 Ruffin Road San Diego, CaUfornia 92123 September 30, 2010 Project No. 106636002 57iORuffnRo-tl • S rn Diecjo, G-li'oirid 9ii23 * Tf^^r-e [858) 576-iCCO ' F>< |85Sf S?6-%(;0 September 30, 2010 Project No. 106636002 Mr. Michael Pollard, P.E. PSOMAS 4455 Murphy Canyon Road, Suite 200 San Diego, Cahfomia 92123 Subject: Geotechnical Evaluation Home Plant Sewer Force Main Project Carlsbad, Califomia Dear Mr. Pollard: In accordance with your autliorization, we have perfonned a geotechnical evaluation for the pro- posed Home Plant Sewer Force Main Project in Carlsbad, Califomia. This report presents our geotechnical findings, conclusions, and recommendations regarding the proposed project. Our re- port was prepared in accordance with our proposal dated January 29, 2010. We appreciate the opportunity to be of service on this project. Sincerely, NINYO & MOORE rfeffi%T. Kent,P.E.,G.E. Senior Project Engineer Francis O. Moreland, C.E.G Senior Geologist Soumitra Guha, Ph.D., GE. Principal Engineer JTK/FOM/SG/GTF/atf Distribution: (5) Addressee Gregory T. Farrand, C.E.G Pnncipal Geologist 57fORu'fn!?o^cl • Sirn Diego, California 92123 • Prone (8581 576-1000 • Fax [SESf S76-96C0 liiVi^jas • PfiteiU • TjGor) • BttCuit Vdliey • Denver • Cfitijo • !--'.;iiitj(i Home Plant Sewer Force Main Project September 30, 2010 Carlsbad, Cahfomia Project No. 106636002 TABLE OF CONTENTS Page L INTRODUCTION 1 2. SCOPE OF SERVICES ^ 3. PROJECT AND ALIGNMENT DESCRIPTION 2 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING 2 5. GEOLOGY AND SUBSURFACE CONDITIONS 3 5.1. Regional and Geologic Setting 3 5.2. Site Geology ^ 5.2.1. Fill 4 5.2.2. Old Paralic Deposits 4 5.2.3. Santiago Foimation 4 5.3. Groundwater ^ 6. FAULTING AND SEISMICITY 5 6.1. Surface Fault Rupture ^ 6.2. Ground Motion ^ 6.3. Liquefaction and Seismically Induced Settlement 6 6.4. Landslides ^ 6.5. Tsunamis ^ 7. CONCLUSIONS ^ 8. RECOMMENDATIONS ^ 8.1. Earthwork ^ 8.1.1. Site Preparation ^ 8.1.2. Excavation Characteristics 8 8.1.3. Excavation Bottom Stability 8 8.1.4. Temporary Excavations ^ 8.1.5. Pipe Bedding 9 8.1.6. Utility Trench Zone Backfill 10 8.1.7. Backfill Placement and Compaction 10 8.2. Shoring 11 8.3. Construction Dewatering 12 8.4. Microtunneling and Pipe Jacking 12 8.5. Lateral Pressures for Thrust Blocks 13 8.6. Modulus of Soil Reaction 13 8.7. Pavement Reconstruction 13 8.8. Corrosion 8.9. Concrete 8.10. Pre-Constmction Conference 15 8.11. Plan Review and Constmction Obsei-vation 15 9. LIMITATIONS 15 106636002 R.doc Home Plant Sewer Force Main Project September 30, 2010 Carlsbad, California Project No. 106636002 10. REFERENCES 17 Table Table 1 - Loading on Trenchless Segment of Pipeline 13 Figures Figure 1 - Alignment Location Figure 2 - Boring Locations Figure 3 - Fault Locations Figure 4 - Lateral Earth Pressures for Braced Excavations Figure 5 - Thmst Block Lateral Earth Pressure Diagram Appendices Appendix A - Boring Logs Appendix B - Laboratoiy Testing 106636002 R.doc Home Plant Sewer Force Main Project September 30, 2010 Carlsbad, California Pi-oject No. 106636002 1. INTRODUCTION In accordance with your authorization and oiu" proposal dated Januaiy 29, 2010, we have performed a geotechnical evaluation for the proposed Home Plant Sewer Force Main project located in Carisbad, Califomia (Figure 1). This report presents our conclusions regarding the geotechnical conditions along die subject aligmnent and our recommendations for the design and constmction ofthis project. 2. SCOPE OF SERVICES Ninyo & Moore's scope of semces for this project included review of pertinent background data, perfonnance of a geologic reconnaissance and subsurface exploration, and engineering analysis with regard to the proposed project. Specifically, we performed the following tasks: • Reviewing background data listed in the References section of this report. The data reviewed included geotechnical reports, topographic maps, geologic data, fault maps, aerial photo- graphs, and a planned alignment for the project. • Obtaining City of Carlsbad traffic control and encroachment permits. • Marking the boring locations for clearance of potential conflicts with underground utilities. Underground Service Alert (USA) was notified to mark the existing underground utilities at the boring locations. • Perfoi-ming a geologic reconnaissance of the proposed alignment, including the observation and mapping of geologic conditions and the evaluation of possible geologic hazards, which may impact the proposed project. • Performing a subsurface exploration consisting of drilling three exploratory borings to evaluate the subsurface conditions. • Performing geotechnical laboratory testing on selected soil samples. • Compiling and analyzing the data obtained from our background review, site reconnais- sance, subsurface exploration, and laboratoiy testing. • Preparing this report presenting our findings, conclusions, and recommendations regarding the geotechnical design and constmction ofthe project. 106636002 R.doc \ . -Jf^il*.' f^^T'V Home Plant Sewer Force Main Project September 30, 2010 Carisbad, California Project No. 106636002 3. PROJECT AND ALIGNMENT DESCRIPTION We understand that approximately 1,900 lineal feet of new sewer force main will be installed for this project. Depths ofthe new pipeline are planned to be between 5 and 15 feet. The planned alignment will generally trend fi-om east to west along Laguna Drive between its connection point at the Home Plant Lift Station along the west side of Carisbad Boulevard to its tie-in point at the intersection of Laguna Drive and Jefferson Sneet (Figure 2). The new force main will consist of new 8-inch- diameter, high density polyethylene (HDPE) piping. The pipeline will be installed usmg a combina- tion of both trenchless methods and by cut-and-cover techniques. The trenchless method for pipeline installation is planned form an approximately 330-foot-long section that will pass beneath Carisbad Boulevard and State Street. The pipeline will generally be constmcted beneath and thi'ough existing asphalt concrete (AC) paved streets and parking lots with a relatively short section extending beneath Maxton Brown Park. Surface elevations along the aligmnent range fi-om a low of approximately 23 feet above Mean Sea Level (MSL) between Carisbad Boulevard and State Street to a high of ap- proximately 56 feet above MSL at Jefferson Street. 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING Our field exploration of the site included a geologic reconnaissance and subsurface exploration con- ducted on August 27, 2010. The subsurface exploration consisted of di-illing thi-ee exploratory borngs to depths up to approximately 20 feet. The borings were drilled using a ti-uck-mounted drill rig equipped with 8-inch-diameter hollow-stem augers. The boring locations were selected based on the client's recommendations, the results of om- backgi-oimd review, and our findings from oui- field recon- naissance. The approximate locations of the exploratory borings are presented on Figure 2. The boring logs are presented in Appendix A. Laboratory testing of representative soil samples included an evaluation of in-situ dry density and moisture content, particle gradation, Atterberg limits, direct shear strength, and soil corrosiv- ity. The results of the in-situ dry density and moisture content tests are presented at the con-esponding depths on the boring logs in Appendix A. The results ofthe other laboratoiy tests are presented in Appendix B. 106636002 R.doc Home Plant Sewer Force Main Project September 30, 2010 Carisbad, Cahfomia Project No. 106636002 5. GEOLOGY AND SUBSURFACE CONDITIONS Our findings regarding regional geology site geology, and groundwater conditions along the alignment are provided in the following sections. 5.1. Regional and Geologic Setting The project area is situated in the Peninsular Ranges Geomoiphic Province. This geomoiphic province encompasses an area that extends approximately 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southem tip of Baja Califomia (Norris and Webb, 1990). The province varies in width fi-om approximately 30 to 100 miles. In general, the province consists of mgged moimtains underlain by Jurassic metavolcanic and metasedimentaiy rocks, and Cretaceous igneous rocks ofthe southem Califomia batholith. hi the coastal portion ofthe province in San Diego County, the metamoiphic and gi-anitic basement rocks are overiain by sedimentary materials that are Tertiary and Quatemary age. The subject project alignment is underlain by Tertiary and Quatemary sedimentaiy rocks. The Peninsular Ranges Province is traversed by a group of sub-parallel fauhs and fault zones trending roughly northwest. Several of these faults, which are shown on Figure 3, are considered active faults. The Whittier-Elsinore and San Jacinto faults are active fault systems located northeast of the project area and the Rose Canyon, Coronado Banlc, San Diego Trough, and San Clemente faults are active faults located west ofthe project area. Major tec- tonic activity associated with these and other faults within this regional tectonic framework consists primarily of right-lateral, strike-slip movement. Further discussion of faulting relative to the site is provided in the Faulting and Seismicity secfion ofthis report. 5.2. Site Geology Geologic units encountered during our reconnaissance and subsurface explorafion included fill, old paralic deposits, and materials of the Tertiaiy-age Santiago Formation. Generalized descripfions ofthe units encountered are provided in the subsequent secfions. Addifional de- scripfions are provided on the boring logs in Appendix A. 106636002 R.doc 3 j^\mt'^i Home Plant Sewer Force Main Project September 30, 2010 Carisbad, California Project No. 106636002 5.2.1. Fill Fill materials were encountered in borings B-1 and B-2 underlying the pavement section (including AC and aggregate base materials) or at the ground surface and extending to depths of approximately 6 feet. As encountered, the materials generally consisted of damp to moist, stiff, silty clay and medium dense, silty sand with scattered cobbles. 5.2.2. Old Paralic Deposits Old paralic deposits were encountered in boring B-3 underlying the existing pavement section (including AC and aggregate base materials) and extending to the depth ex- plored of approximately 16 feet. As encountered, the materials generally consisted of damp to safiirated, medium dense to very dense, silty and poorly graded sand with gravel. 5.2.3. Santiago Formation Materials mapped as the Tertiaiy-age Santiago Fonnation (Kennedy and Tan, 2005) were encountered beneath the fill in borings B-1 and B-2 and extending to the depths explored of approximately 20 feet. As encountered, the materials generally consisted of damp to moist, weakly to moderately cemented, silty fine-grained sandstone. 5.3. Groundwater Groundwater was encountered in exploratory boring B-3 at a depth of approximately 15 feet. Based on similar work we have performed for other pipeline alignments, seepage or perched groundwater condifions may be encountered at shallower depths due to existing un- derground ufility trenches acting as a conduit for subsurface water. Variations in groundwater level may occur due to variations in ground surface topography, subsurface geologic condifions and stmcture, rainfall, and other factors. 106636002 R.doc Home Plant Sewer Force Main Project September 30, 2010 Carisbad, Cahfomia Project No. 106636002 6. FAULTING AND SEISMICITY The subject alignment is not located within a State of Cahfomia Eai-thqualce Fault Zone (formerly known as an Alquist-Priolo Special Studies Zone) (Hart and Biyant, 1997). However, the ahgnment is located in a seismically active area and the potential for sti-ong gi'ound motion in the project ai-ea is con- sidered significant diiring the design life of the project. Figm-e 3 shows the approximate alignment location relative to the major faults in the region. The active Rose Canyon fault, with a maximum mo- ment magnifiide of 7.2, is located approximately 5 miles west ofthe alignment. The principal seismic hazards at the subject site are surface fault rupfiire, ground motion, lique- faction, dynamic setfiement, landslides, tsunamis and seiches. A brief description of these hazards and the potential for their occurrences on site are discussed below. 6.1. Surface Fault Rupture Based on our review ofthe referenced literature and our site reconnaissance, no active faults are known to cross the project alignment. Therefore, the probability of damage from surface fault rupfiire is considered to be low. However, lurching or cracking ofthe ground surface as a result of nearby seismic events is possible. 6.2. Ground Motion The 2007 California Building Code (CBC) recommends that the design of stmctures be based on the horizontal peak ground acceleration (PGA) having a 2 percent probability of ex- ceedance in 50 years which is defined as the Maximum Considered Earthquake (MCE). The stafisfical retiirn period for PGAMCE is approximately 2,475 years. The probabilisfic PGAMCE for the site was calculated as 0.53g using the United States Geological Survey (USGS) (USGS, 2010) ground mofion calculator (web-based). The design PGA was estimated to be 0.35g using the USGS ground mofion calculator. These esfimates of ground mofion do not in- clude near-source factors that may be applicable to the design of stmcfiires on site. 106636002 R.doc Home Plant Sewer Force Main Project September 30, 2010 Carisbad, Cahfomia Project No. 106636002 6.3. Liquefaction and Seismically Induced Settlement Liquefaction is the phenomenon in which loosely deposited granular soils with silt and clay con- tents of less than approximately 35 percent and non-plastic silts located below the water table undergo rapid loss of shear strength when subjected to strong earthquake-induced ground shak- ing. Ground shaking of sufficient duration results in the loss of gi-ain-to-grain contact due to a rapid rise in pore water pressure, and causes the soil to behave as a fluid for a short period of time. Liquefaction is known generally to occm- in satui-ated or near-saturated cohesionless soils at depths shallower than 50 feet below the ground surface. Factors known to influence liquefac- tion potential include composition and thickness of soil layers, gi-ain size, relative density, groundwater level, degree of satm-ation, and both intensity and duration of ground shaking. Our subsurface exploration and laboratory testing indicate that the force main alignment is underiain by relatively dense soils or competent formational material. Accordingly it is our opinion that liquefaction and liquefaction-related seismic hazards (e.g., dynamic settlement, ground subsidence, and/or lateral spreading) are not design considerations for the proposed force main. 6.4. Landslides Landslides may be induced by sti'ong vibratoiy motion produced by eaithquakes. Research and historical data indicate that seismically induced landslides tend to occm- in weak soil and rock on sloping terrain. The process for zoning earthquake-induced landslides incoiporates expected fiiture earthquake shaking, existing landslide features, slope gradient and strength of eaitli materials on the slope. The project area is not mapped in an area considered susceptible to seismically induced landslides. Based on om review of the relevant geologic maps, aerial photographs, and om- geo- logic reconnaissance, landslide hazards are not a design consideration for the project. 6.5. Tsunamis Tsunamis are long wavelength seismic sea waves (long compared to ocean depth) generated by the sudden movements of the ocean floor during submarine earthquakes, landslides, or volcanic activity Based on our review of tsunami hazards maps (Legg, Borrero, and 106636002 R.doc Home Plant Sewer Force Main Project September 30, 2010 Carisbad, California Pi'^ject No. 106636002 Synolakis, 2003) and the distance ofthe site from the ocean, damage due to tsunamis is not a design consideration. 7. CONCLUSIONS Based on our review of the referenced background data, geologic field reconnaissance, subsur- face exploration, and laboratory testing, it is our opinion that constmction of the proposed project is feasible from a geotechnical standpoint. Geotechnical considerations include the fohowing: Based on our subsurface explorafion, the on-site fill and old paralic deposits are excavatable using heavy-duty consfiuction equipment in good working condition. However, the contrac- tor should anticipate encountering concrefions and strongly cemented zones within the Santiago Foi-mational materials that may require heavy ripping. In general, materials generated from the trench excavations should be suitable for reuse as ufility trench zone backfill providing they meet the recommendations provided in the fol- lowing sections. However, oversize pieces may be generated from excavafions within the Santiago Formation. Groundwater was encountered at a depth of approximately 15 feet in boring B-3. However, zones of seepage or perched groundwater conditions may be encountered at shallower depths due to existing underground utility trenches acting as a conduit for subsurface water. No active faults are mapped underlying or adjacent to the site. The active Rose Canyon Fault zone has been mapped approximately 5 miles west ofthe site. Based on Caltrans (2003) criteria, the resuhs of our laboratoiy tesfing presented in following secfions, and our experience, we consider the site soils along the project alignment to be cor- rosive. 8. RECOMMENDATIONS Based on our understanding of the project, the following recommendations are provided for the design and constmction of the proposed project. 106636002 R.doc / * • '> ' - Home Plant Sewer Force Main Project September 30 2010 Carisbad, Cahfomia Project No. 106636002 8.1. Earthwork In general, earthwork should be performed in accordance with the recommendations pre- sented in this report. Ninyo & Moore should be contacted for questions regarding the recommendafions presented herein. 8.1.1. Site Preparation Prior to excavafion, the project site should be cleared of abandoned utihfies (if present) and stripped of mbble, debris, vegetafion, any loose, wet, or othei-wise unstable soils, as well as surface soils containing organic material. Materials generated from the clearing operations should be removed fi-om the site and disposed of at a legal dumpsite away from the project area. 8.1.2. Excavation Characteristics The results of our field exploration program indicate that the alignment, as presently proposed, is underiain by fill, old paralic deposits, and Sanfiago Formafion. The on-site fill and old paralic deposits should generally be excavatable by heavy earthmoviiig equipment. Strongly cemented zones (concretions) may be encountered in the Santiago Formation materials which will entail heavy ripping. 8.1.3. Excavation Bottom Stability In general, we anticipate that the bottom of the excavations will be stable and should provide suitable support to the proposed improvements. Excavations that are close to or below the water table (if encountered) may be unstable. In general, unstable bottom condifions may be mitigated by overexcavating the excavation bottom to suitable depths and replacing with compacted fill. Recommendations for stabilizing excavation bottoms should be based on evaluafion in the field at the time of constmcfion. 8.1.4. Temporary Excavations We recommend that trenches and excavations be designed and constmcted in accor- dance with Occupational Safety and Health Administration (OSHA) regulations. These 106636002 R.doc ,i ^ if Home Plant Sewer Force Main Project September 30, 2010 Carisbad, Cahfomia Project No. 106636002 regulafions provide trench sloping and shoring design parameters for trenches up to 20 feet deep based on the soil types encountered. Trenches over 20 feet deep should be designed by the Contractor's engineer based on site-specific geotechnical analyses. For planning puiposes, we recommend that the following OSHA soil classificafions be used: Fill and Old Paralic Deposits Type C Santiago Formation Type B Upon making the excavations, the soil/rock classifications and excavation performance should be evaluated in the field by Ninyo & Moore in accordance with OSHA regula- tions. Temporary excavations should be constructed in accordance with OSHA recommendations. For trench or other excavations, OSHA requirements regarding per- sonnel safety should be met by using appropriate shoring (including trench boxes) or by laying back the slopes no steeper than 1.5:1 (horizontal to verfical) in fiU or old paralic deposits and 1:1 in Sanfiago Formafion materials. Temporary excavations that encounter seepage may need shoring or may be stabilized by placing sandbags or gravel along the base of the seepage zone. Excavations encountering seepage should be evaluated on a case-by-case basis. Wet soils may be subject to pumping under heavy equipment loads. On-site safety of personnel is the responsibility of the contractor. 8.1.5. Pipe Bedding We recommend that pipes be supported on 6 inches or more of granular bedding mate- rial such as sand with a Sand Equivalent (SE) value of 30 or more. Bedding material should be placed around the pipe and 12 inches or more above the top of the pipe in ac- cordance with the recent edition of the Standard Specifications for Public Works Constmcfion ("Greenbook"). We do not recommend the use of cmslied rock as bedding material. It has been our experience that the voids within a cmshed rock material are sufficiently large to allow fines to migrate into the voids, thereby creating the potential for sinkholes and depressions to develop at the ground surface. Where wet and loose or soft soil conditions are encountered, the french excavation should be extended to ap- 106636002 R.doc 0 C-rJ^f^^ti .^WlB'^'^"^. Home Plant Sewer Force Main Project September 30, 2010 Carisbad, California Project No. 106636002 proximately 1 foot or more below the pipe invert elevation and should be backfilled with gravel wrapped in filter fabric. Special care should be taken not to allow voids beneath and around the pipe. Compac- tion of the bedding material and backfill should proceed up both sides of the pipe. Trench backfill, including bedding material, should be placed in accordance with the recommendations presented below. 8.1.6. Utility Trench Zone Backfill On-site soils with an organic content of less than approximately 3 percent by volume (or 1 percent by weight) are suitable for use as trench zone backfill. Backfill material should generally not contain rocks or lumps over approximately 3 inches, and generally not more than approximately 30 percent larger than y4-inch. Soils classified as silts or clays should not be used for backfill in the pipe zone. Larger chunks, if generated dur- ing excavation, may be broken into acceptably sized pieces or disposed of off site. Wet materials generated fi-om on-site excavations should be aerated to a moistme content near the laboratoiy optimmn to allow compaction. Imported fill material, if needed for the project, should generally be granular soils with a very low to low expansion potential (i.e., an EI of 50 or less as evaluated by American Society for Testing and Materials [ASTM] Test Method D 4829). The coiTosion potential of proposed imported soils should also be evaluated if stmcfiires will be in contact with the imported soils. Import material should be submitted to Ninyo & Moore for review prior to importing to the site. The contractor should be responsible for the uniformity of import ma- terial brought to the site. 8.1.7. Backfill Placement and Compaction Trench backfill should be placed in horizontal lifts and compacted to 90 percent of its maximum dry density as evaluated by ASTM D 1557. Aggregate base and the upper 12 inches of subgrade beneath pavement areas should be compacted to 95 percent as evaluated by ASTM D 1557. Fill soils should be placed near their laboratoiy optimum 106636002R.doc Home Plant Sewer Force Main Project September 30, 2010 Carlsbad, California Project No. 106636002 moisftire content as evaluated by ASTM D 1557. The optimum lift thickness of fill wiU depend on the type of compaction equipment used, but generally should not exceed 8 inches in loose thickness. Special care should be taken to avoid pipe damage when compacting trench backfill above the pipe. 8.2. Shoring We anticipate that shoring systems with bracings will be used for the project. The shoring system should be designed using the lateral earth pressures shown on Figure 4. The recommended design pressures are based on the assumptions that the shoring system is constmcted without raising the ground surface elevation behind the shoring, that there are no surcharge loads, such as soil stockpiles and constmcfion materials, and that no loads act above a 1:1 (hon- zontal to vertical) plane extending up and back from the base of the shoring system. The contractor should include the effect of any surcharge loads on the lateral pressures against the shoring. Setfiement ofthe ground surface may occur behind the shoring wall during excavafion. The amount of setfiement depends heavily on the type of shoring system, the shoring contractor's workmanship, and soil conditions. We recommend that stmctures/improvements in the vi- cinity of the planned shoring installation be reviewed with regard to foundation support and tolerance to setfiement. To reduce the potential for distress to adjacent improvements, we recommend that the shoring system be designed to reduce the ground setfiement behind the shoring system to Vi. inch or less. Possible causes of setfiement that should be addressed in- clude setfiement during shoring installation, excavations, constmction vibrations, dewatering, and removal of the support system. It is not the intent of this report to provide a detailed shoring plan. Based on the method of installation, the contractor should retain a qualified and experienced engineer to design the shoring system, evaluate the adequacy of these parameters and provide modifications for the design. Shoring plans should be reviewed by the district design engineer. We recommend 106636002 R.doc 11 yki^^'i .Y,m Home Plant Sewer Force Main Project September 30, 2010 Carisbad, California Project No. 106636002 that the contractor take appropriate measures to protect workers. OSHA requirements per- taining to worker safety should be observed. 8.3. Construction Dewatering Groundwater was encountered in our boring B-3. Dewatering measures during excavation operations (if needed) should be prepared by the contractor's engineer and reviewed by the district design engineer. Considerations for constmction dewatering should include anfici- pated drawdown, volume of pumping, potential for settlement, and groundwater discharge. Disposal of groundwater should be performed in accordance with guidelines ofthe Regional Water Quality Control Board. 8.4. Microtunneling and Pipe Jacking We understand microfi.mneling or jack-and-bore methods may be used for the pipeline sec- fion beneath Carlsbad Boulevard and State Street. We anficipate that the potential micro fimnel or jack-and-bore pipeline segment will be approximately 330 lineal feet in length. The contractor should take appropriate measures to reduce the loss of material at the drilling or casing head. Pipe friction can be reduced by overdrilling, excavating a slightly larger di- ameter than the pipe size, and by using drilling mud or other lubricants. We recommend that an experienced specialty contractor be used for the micro fimnel or jack-and-bore operafions. Minor ground surface settlements may occur from the pipe jacking operations. However, due to the depth of the proposed pipeline, these settlements are not anticipated to impact siuface im- provements and undergi-omid utilities, provided an experienced coiiti'actor performs the work. In order to evaluate the load factors on the proposed pipeline, the loading presented in the fol- lowing table should be used. This load includes the embankment fill for Carisbad Boulevard. 106636002 R.doc Home Plant Sewer Force Main Project September 30, 2010 Carlsbad, California Project No. 106636002 Table 1 - Loading on Trenchless Segment of Pipeline Approximate Depth from Exisfing Ground Surface to Top of Pipeline (feet) Load on Pipeline (pounds/lineal foot of pipe) 5 600 10 850 15 950 20 1,000 Notes' Linear interpolation may be used to obtain loading between the depths shown. Loading assumes 18-inch sleeve diameter ofthe trenchless section. Loading may need to be modified for different sleeve sizes. 8.5. Lateral Pressures for Thrust Blocks Thi-ust restraint for buried pipelines may be achieved by transfening the tlmist force to the soil outside the pipe thi-ough a thi-ust block. Tlimst blocks may be designed usmg the lateral pas- sive earth pressures presented on Figure 5. Thmst blocks should be backfilled with gi-anular backfill material, and compacted in accordance with recoimnendations presented in this report. 8.6. Modulus of Soil Reaction We anticipate trenching will be used on portions of this project. The modulus of soil reaction is used to characterize the stiffness of soil backfill placed at the sides of bm-ied flexible pipelines for the purpose of evaluafing deflecfion caused by the weight of the backfill above the pipe. For pipelines constmcted in granular fill, oldparahc deposits, and Santiago Formation materials, we recoiumend that a modulus of soil reaction of 1,300 pounds per square inch (psi) be used for de- sign for 0 to 10 feet deep excavations and 1,600 psi for excavations exceeding gi-eater than 10 feet deep, provided that granular bedding material is placed adjacent to the pipe, as recom- mended in this report. 8.7. Pavement Reconstruction Trenching within the sfreet right-of-way will result in the replacement of pavements for the project. In general, pavement repair should confonn to the material thickness and compac- tion requirements ofthe adjacent pavement section. Asphah concrete should be compacted to 95 percent ofthe laboratoiy density as evaluated by California Test (CT) Method 304. Ac- 106636002 R.doc 13 ^ ^i^-'f Afi^^W Home Plant Sewer Force Main Project September 30, 2010 Carisbad, California Project No. 106636002 fiial pavement reconstmction should confomi to the requirements ofthe city/agency of juris- diction. Additional recoimuendations will be provided upon request. 8.8. Corrosion Laboratory testing was performed on a representative sample of the on-site soils to evaluate pH and electrical resistivity as well as chloride and sulfate contents. The pH and electrical resistivity tests were perfomied in accordance with CT 643 and the sulfate and chloride con- tent tests were performed in accordance with CT 417 and 422, respectively These laboratoiy test results are presented in Appendix B. The results of the corrosivity testing indicated an electrical resistivity of 630 ohm-cm, soil ph value of 7.7, chloride content of 280 parts per million (ppm), and sulfate content of 0.039 percent (i.e., 390 ppm). Based on the Caltrans coiTosion (2003) criteria, the on-site soils would be classified as coiTosive, which is defined as soils with more than 500 ppm chlorides, more than 0.2 percent sulfates, pH less than 5.5, or an elecfrical resisfivity of 1,000 ohm- centimeters or less. 8.9. Concrete Concrete in contact with soil or water that contains high concenti-ations of soluble sulfates can be subject to chemical deterioration. Laboratoiy testing indicated a sulfate content of 0.015 percent for the tested sample. Based on the American Concrete Institute (ACI) criteria (2005), the potential for sulfate attack is negligible for water-soluble sulfate contents in soils ranging from about 0.0 to 0.10 percent by weight (0 to 1,000 ppm) and Type II cement may be used for concrete constmc- tion. However, due to the potential variability of site soils, consideration should be given to using Type V cement and concrete with a water-cement ratio no higher than 0.45 by weight for normal weight aggi-egate concrete and a 28-day compressive sti-ength of4,500 psi or more for the project. 106636002R.doc , . 14 Home Plant Sewer Force Main Project September 30, 2010 Carisbad, Cahfomia Project No. 106636002 8.10. Pre-Construction Conference We recommend that a pre-constmction meeting be held prior to commencement of construc- fion. The owner or his representative, the agency representatives, the civil engineer, Ninyo & Moore, and the contractoi-(s) should be in attendance to discuss the plans, the project, and the proposed constmction schedule. 8.11. Plan Review and Construction Observation The conclusions and recommendations presented in this report are based on analysis of ob- served conditions in widely spaced exploratory excavafions. If condifions are found to vaiy from those described in this report, Ninyo & Moore should be nofified, and additional recom- mendations will be provided upon request. Ninyo & Moore should review the fmal project drawings and specificafions prior to the commencement of constmcfion. Ninyo & Moore should perform the needed observation and testing services dming constmcfion operafions. The recommendafions provided in this report are based on the assumption that Ninyo & Moore will provide geotechnical observation and testing semces during constmcfion. In the event that it is decided not to utilize the services of Ninyo & Moore during constmcfion, we request that the selected consultant provide the client with a letter (with a copy to Ninyo & Moore) indicating that they ftilly understand Ninyo & Moore's recommendations, and that they are in ftill agreement with the design parameters and recommendations contained in this report. Construcfion of proposed improvements should be perfonned by qualified subcon- tractors utilizing appropriate techniques and constmction materials. 9. LIMITATIONS Tlie field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with cunent practice and the standai-d of care exercised by geotechnical consultants performing similar tasks in the project area. No wai'ranty, expressed or im- plied, is made regarding the conclusions, recommendations, and opinions presented in this report. There is no evaluation detailed enough to reveal every subsm-face condition. Variations may exist and 106636002 R.doc 15 ^' Home Plant Sewer Force Main Project September 30 2010 Carisbad, California Project No. 106636002 conditions not obseived or described in this report may be encountered dm-ing consti-uction. Uncertain- ties relative to subsurface conditions can be reduced through additional subsmface exploration. Additional subsurface evaluation will be perfonned upon request. Please also note that our evaluation was limited to assessment of the geotechnical aspects of die project, and did not include evaluation of stmctural issues, envii-omuental concems, or the presence of hazardous materials. This document is intended to be used only in its entirety No portion ofthe document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore should be contacted if the reader requires additional infoi-mation or has questions regarding the content, interpretations presented, or completeness ofthis document. This report is intended for design purposes only It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per- form an independent evaluation of the subsurface conditions in the project areas. The mdependent evaluafions may include, but not be limited to, review of other geoteclmical reports prepared for the adjacent areas, site reconnaissance, and addifional exploration and laboratoiy tesfing. Our conclusions, recommendafions, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified, and additional recommendations, if wananted, will be provided upon request. It should be understood that the condifions of a site could change with fime as a result of natural processes or the activities of man at the subject site or nearby sites. In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to govemment ac- tion or the broadenmg of knowledge. The findings of this report may therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no controls. This report is intended exclusively for use by the client. Any use or reuse ofthe findings, conclu- sions, and/or recoimnendations of this report by parfies other than the client is undertaken at said parfies' sole risk. 106636002 R.doc 16 j^ii^ii' /^Qori* Home Plant Sewer Force Main Project September 30, 2010 Carisbad, California Project No. 106636002 10. REFERENCES American Concrete Instifiite, 2005, Building Code Requirements for Stmctural Concrete (ACI 318-05) and Commentaiy (ACI 318R-05). Blake, T.R, 2001, FRISKSP (Version 4.00) A Computer Program for the Probabilisfic Estimafion of ' Peak Accelerafion and Unifomi Hazard Spectra Using 3-D Faults as Earthquake Sources. Califomia Building Standards Commission, 2007, Califomia Building Code, Tifie 24, Part 2, Volumes 1 and 2. Califomia Geological Survey 2008, Guidelines for Evaluating and Mifigafing Seismic Hazards in Califomia, Special Pubhcafion 117A. California Division of Mines and Geology 1998, Maps of Known Active Fault Near-Source Zones in Califomia and Adjacent Portions of Nevada: Inteniafional Conference of Building Officials. Califomia Department of Transportafion (Caltrans), 2003, Conosion Guidehnes (Version 1.0), Divi- sion of Engineering and Testing Services, Conosion Technology Branch: dated September. Cao, T., Biyant, WA., Rowshandel, B., Branuni, D., and Wifls, C.J., Califomia Geological Sur- vey (CGS), 2003, The Revised 2002 Califomia Probabilisfic Seismic Hazard Maps. Jennings, CW, 1994, Fauh Activity Map of Califomia and Adjacent Areas: Cahfomia Division of Mines and Geology (CDMG), Califomia Geologic Data Map No. 6, scale 1:750,000. Tan, S.S. and Kennedy M.R, 1996, Geologic Maps of the Northwestem Part of San Diego County California: Cahfomia Division of Mines and Geology Open File Report 96-02. Kennedy Michael R and Tan, Siang S., 2005, Geologic Map of the Oceanside 30' x 60' Quad- rangle, California: Regional Geologic Map Series, 1:100,000 Scale. Legg, M.R., Bonero, J.C., and Synolakis, C.E., 2003, Evaluation of Tsunami Risk to Southern Cali- fornia Coastal Cities, Earthquake Engineering Research Insfitute, 2002 NEHRP Professional Fellowship Report. Ninyo & Moore, 2009, Geotechnical Evaluafion, City of Carisbad Home Plant Sewer Lift Station Replacement, Carisbad, Califomia: dated August 18. Ninyo & Moore, 2010, Proposal for Geotechnical Evaluafion, Home Plant Lift Station Force- main, Carlsbad, Califomia, Proposal No. P-8715: dated Januaiy 29. NoiTis, R. M. and Webb, R. W, 1990, Geology of Califomia, Second Edition: Jolm Wiley & Sons, hic. Public Works Standards, Inc., 2009, "Greenbook," Standard Specifications for Public Works Construction. United States Department ofthe Interior, Bureau of Reclamation, 1989, Earth Manual. 106636002 R.doc 17 Home Plant Sewer Force Main Project September 30, 2010 Carisbad, Califomia Project No. 106636002 United States Geological Survey (USGS), 1968 (Photorevised 1975), San Luis Rey Quadrangle, 7.5 Minute Series Topographic Map, San Diego County, California: scale 1:24,000. United States Geological Sui-vey/California Geological Sui-vey 2003, Probabilisfic Seismic Haz- ards Assessment Model for Califomia. United States Geological Survey 2010 Ground Mofion Parameter Calculator v 5.0.9a, Worid Wide Web, http://earthquake.usgs.gov/researcli/hazmaps/desigii/. AERIAL PHOTOGRAPHS Source Date Flight Numbers Scale USDA 1 5/2/1953 AXN-14M 19&20 1:20,000 106636002 R.dQc 18 0im&-- Mii^rg ^4 « noa «M MUM* Jt F he EC tetics PRpjECjirii ALIGNMENT'? I lit tu* t tit it, I IMS t tu mn* f ru «T( Jt rti nwu li a IJC^ SOURCE: 2008 Thomas GuWe for San Diego County, Slraet Guide and Directory; Map © Rand McNally, R.L.07-S-129 APPROXIMATE SCALE N NOTE: ALL DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE 2,400 4,800 FEET ALIGNMENT LOCATION FIGURE 1 PROJECT NO. DATE HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA FIGURE 1 106636002 9/10 HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA FIGURE 1 WrcGIS\Ploj=cls\1QQ0a0__SD\106Q00-106999\1C5636\u02',106536002_fal.mxd JDL .i<j- Los Angeles County, si' y-i'BarstQWj • • - i •^ •^ Victorvilla. Desert •Center " Palm ^^'^^IsL,^:^^if ^t*..:-*'.-.. P F / C O C E^/l A/ MEXICO LEGEND CALIFORNIA FAULT ACTIVITY HISTORICALLY ACTIVE — HOLOCENE ACTIVE LATE QUATERNARY • ^ (POTENTIALLY ACTIVE) QUATERNARY (POTENTIALLY ACTIVE) STATE/COUNTY BOUNDARY "SOURCE- Fault Activity Map of California, 2010, Jennings, C.W.. and Bryant W.A California Geological Survey APPROXIMATE SCALE 60 MILES MHTFc;. Al 1 niRFCTlONS. DIMENSIONS AND LOCATIONS ARE APPROXIMATE . , FAULT LOCATIONS FIGURE PROJECT NO. DATE HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA 3 106636002 9/10 HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA GROUND SURFACE SHORING BRACES 12 INCHES OR MORE WOT TO SCALE + + h, H 12 INCHES OR MORE NOTES: 1. APPARENT LATERAL EARTH PRESSURES, Pa^ AND Pgg Pa^ =26Hpsf Pag = 12.5 H psf 2. CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, Pg Ps= 120psf 3. WATER PRESSURE, P,„ Pw= 62.4 hg psf 4. PASSIVE PRESSURE, Pp Pp = 360 D psf ABOVE GROUNDWATER Pp = 250 D psf BELOW GROUNDWATER 5. SURCHARGES FROM EXCAVATED SOIL OR CONSTRUCTION MATERIALS ARE NOT INCLUDED 6. H,h^,h2 AND DARE IN FEET 7. T GROUNDWATER TABLE LATERAL EARTH PRESSURES FOR BRACED EXCAVATIONS FIGURE 4 PROJECT NO. DATE HOMEPLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA FIGURE 4 106636002 9/10 HOMEPLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA FIGURE 4 GROUND SURFACE • l^iiiVrriiiTTTiiir THRUST BLOCK d (VARIES) Ppi \ D (VARIES) P2 NOTES: GROUNDWATER BELOW BLOCK Pp= laO(D^-d^) lb/ft GROUNDWATER ABOVE BLOCK Pp= 1.5 ( D-d)[ 120h + 58 ( D+d)] lb/ft ASSUMES BACKFILL IS GRANUUR MATERIAL ASSUMES THRUST BLOCK IS ADJACENT TO COMPETENT MATERIAL D, d AND h ARE IN FEET GROUNDWATER TABLE NOT TO SCALE THRUST BLOCK LATERAL EARTH PRESSURE DIAGRAM FIGURE 1 PROJECT NO. DATE HOMEPLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA 5 1 106636001 9/10 HOMEPLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA Home Plant Sewer Force Main Project September 30, 2010 Carlsbad, California project No. 106636002 APPENDIX A BORING LOGS Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory borings. The samples were bagged and transported to the laboratory for testing. The SPT Sampler Disturbed drive samples of earth materials were obtained by means of a standard penetra- tion test (SPT) sampler. The sampler is composed of a split barrel with an external diameter of 2 inches and an unlined internal diameter of P/s inches. The sampler was driven into the ground 12 to 18 inches with a 140-pound hammer free-falling from a height of 30 inches in general accordance with American Society for Testing and Materials (ASTM) Test Method D 1586. The blow counts were recorded for every 6 inches of pene- tration; the blow counts reported on the logs are those for the last 12 inches of penetration. Soil samples were observed and removed from the sampler, bagged, sealed and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following methods. The Modified Split-Barrel Drive Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sample baiTel was driven into the ground with the weight of a hammer in general accordance with ASTM D 3550 The driving weight was permitted to fall freely. The number of blows per foot of driving are pre- sented on the boring logs as an index to the relative resistance ofthe materials sampled The samples were removed from the sample baiTel in the brass rings, sealed, and transported to the laboratory for testing. 106636002 R.tloc X I-0. LU Q LL. O CO z LU Q Q o r o BORING LOG EXPLANATION SHEET X I [[ L XX/XX 10- 15' 9 XL SM Bulk sample. Modified split-baiTcl drive sampler. No recovery with modified split-barrel drive sampler. Sample retained by others. Standard Penetration Test (SPT). No recovery with a SPT. Shelby tube sample. Distance pushed in inches/length of sample recovered in inches. No recovery with Shelby tube sampler. Continuous Push Sample. Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. ALLUVIUM: Solid line denotes unit change. Dashed line denotes material change. Attitudes: Strike/Dip b: Bedding c: Contact j: Jomt f: Fracture F: Fault cs: Clay Seam s: Shear bss: Basal Slide Surface sf: Shear Fracture sz: Shear Zone sbs: Sheared Bedding Surface The total depth line is a solid line that is drawn at the bottom of the boring. BORING LOG EXPLANATION OF BORING LOG SYMBOLS PROJECT NO. DATE Rev. 01/03 FIGURE U.S.C.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES I—( O 00 Q W a 9 w GO < o u t/3 o > 1=1 o o CO d A GRAVELS (More than 1/2 of coarse fraction > No. 4 sieve size) SANDS (More than 1/2 of coarse fraction <No. 4 sieve size) GW GP GM GC SW SP SM SC Well graded gravels or gravel-sand mixtures, little or no fines Poorly graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well graded sands or gravelly sands, little or no fines Poorly graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures ML o o d v SILTS &L CLAYS Liquid Limit <50 Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with CL SILTS & CLAYS Liquid Limit >50 Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts norganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silty clays, organic silts HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils GRAIN SIZE CHART CLASSIFICATION RANGE OF GRAIN SIZE CLASSIFICATION U.S. Standard Sieve Size Grain Size in Millimeters BOULDERS Above 12" Above 305 COBBLES 12" to 3" 305 to 76.2 GRAVEL Coarse Fine 3" to No. 4 3" to 3/4" 3/4" to No. 4 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 SAND Coarse Medium Fine No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 SILT & CLAY Below No. 200 Below 0.075 PLASTICITY CHART CH CL OH CL - M MLS i OL 20 30 40 50 60 70 80 90 LIQUID LIj\nT(LL), % U.S.C.S. METHOD OF SOIL CLASSIFICATION uses Soil Classificalion Updated Nov. 2004 DATE DRILLED 8/27/10 BORING NO. GROUND ELEVATION 25'± (MSL) SHEET OF METHOD OF DRILLING 8" Diameter Hollow Stem Auger (Scott's) DRIVE WEIGHT 140 lbs. (Auto-Trip) DROP ^ SAMPLED BY BTM LOGGED BY BTM REVIEWED BY FOM^ 30" DESCRIPTION/INTERPRETATION^ VVpproximatelv 4 inches thick. ASPHALT CONCRETE: ACTCTPECTATE BASE: . , , „ . . • , ^Tay^damnjn^^ FILL: Brown, damp, stiff, silty CLAY. SANTIAGO FORMATION: , • ^cAMnQTHMT; llghTgrayislTS^o^;^^^ moist, weakly cemented, silty fme-grained SANDSTONb. Total Depth = 20 feet. Groundwater not encountered during drilling. BORING LOG HOME PLANT SEWER FORCEMAIN PROJECT CARLSBAD, CALIFORNIA PROJECT NO. 106636002 DATE 9/10 FIGURE A-1 Q. 25 30 35 40 O O u_ w o UJ a: o o UJ Q >- Q g I- . < CO yd O DATE DRILLED 8/27/10 BORING NO. B-1 GROUND ELEVATION 25'± (MSL) SHEET METHOD OF DRILLING 8" Diameter Hollow Stem Au.aer (Scott's) DRIVE WEIGHT 140 lbs. (Auto-Trip) DROP OF 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY FOM DESCRIPTION/INTERPRETATION Backfilled with bentonite and black dyed concrete cap on 8/27/10. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG HOME PLANT SEWER FORCEMAIN PROJECT CARLSBAD, CALIFORNIA PROJECT NO. 106636002 DATE 9/10 FIGURE A-2 CQ Q O DATE DRILLED 8/27/10 BORING NO. B-2 GROUND ELEVATION 26' + (MSL) SHEET OF METHOD OF DRILLING 8" Diameter Hollow Stem Auger (Scott's) DRIVE WEIGHT 140 lbs. (Auto-Trip) DROP _ SAMPLED BY BTM LOGGED BY BTM REVIEWED BY FOM_ 30" 90 50/4" 15 62 10.7 10.5 50/6" 20 119.0 120.0 SM SM LANDSCAPE SOIL: Brown, moist, loose, silty SAND. FILL R^sh brown to brown, moist, medium dense, silty SAND; scattered cobbles. SANTIAGO FORMATION: ^ ^ • ^ CAXTT^QTONF Light grayish brown, damp to moist, weakly cemented, silty fme-gramed SANDS lUNb. Moderately cemented. Total Depth = 19 feet. Groundwater not encountered during drilling. Backfilled with bentonite and black dyed concrete cap on 8/27/10. BORING LOG HOME PLANT SEWER FORCEMAIN PROJECT CARLSBAD, CALIFORNIA PROJECT NO. 106636002 DATE 9/10 X h- Q. UJ Q Q O O ti. CO o _l CQ UJ Cd D h- co o O OL CO z UJ Q >- a: o o I- . < CO y d y=c/i CO CO -> < _J o DATE DRILLED 8/27/10 BORING NO. B-2 GROUND ELEVATION 26'± (MSL) SHEET OF METHOD OF DRILLING 8" Diameter Hollow Stem Auger (Scott's) DRIVE WEIGHT 140 lbs. (Auto-Trip) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY DESCRIPTION/INTERPRETATION FOM 25 30 35 40 due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG HOME PLANT SEWER FORCEMAIN PROJECT CARLSBAD, CALIFORNIA PROJECT NO. 106636002 DATE 9/10 FIGURE A-4 DATE DRILLED 8/27/10 BORING NO. B-3 GROUND ELEVATION 56' ± (MSL) SHEET OF METHOD OF DRILLING 8" Diameter Hollow Stem Auger (Scott's) DRIVE WEIGHT 140 lbs. (Auto-Trip) DROP SAMPLED BY 30" BTM LOGGED BY BTM REVIEWED BY FOM DESCRIPTION/INTERPRETATION ASPHALT CONCRETE: Approximately 3.5 inches thick. ^ ACTGRECTATE BASE: . , - , i ray, damp, medium dense, silty, sandy GRAVEL;^pprojamatel:^^ OLD PARALIC DEPOSITS: Reddish brown, damp, medium dense, silty fine SAND. Gray to reddish brown. Brown, saturated, dense, poorly graded SAND; scattered gravel. Total Depth = 16.3 feeL Groundwater encountered at approximately 15 feet. Backfilled with bentonite and black dyed concrete cap on 8/27/10. Note: Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG HOME PLANT SEWER FORCEMAIN PROJECT CARLSBAD, CALIFORNIA PROJECT NO. 106636002 DATE 9/10 FIGURE A-5 Home Plant Sewer Force Main Project September 30, 2010 Carlsbad, Califorma p^.^j^^^ 106636002 APPENDIX B LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) m general accordance with ASTM D 2488. Soil classifications are indicated on the logs ofthe exploratory borings in Appendix A. Ill-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the ex- ploratory borings were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory borings in Appendix A. Gradation Analvsis Gradation analysis tests were perfonned on selected representative soil samples in general accor- dance with ASTM D 422. The grain-size distribution cuiYes are shown on Figures B-1 and B-2 These test results were utilized in evaluating the soil classifications in accordance with the Atterberg Limits Tests were performed on a selected representative fme-grained soil sample to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318 These test re- sults were utilized to evaluate the soil classification in accordance with the USCS The test results and classifications are shown on Figure B-3 Direct Shear Test A c'^iTfr.'^f.oV"'^ "^^^ performed on a relatively undisturbed sample in general accordance with ASIM D 3080 to evaluate the shear strength characteristics ofthe selected material The sample was miindated during shearing to represent adverse field conditions. The results are shown on Figure B-4. Soil Corrosivity Tests ^""•l^^^r"!^ resistivity tests were performed on representative samples in general accordance with Cr643. The soluble sulfate and chloride content of selected samples were evaluated in genei-al accordance with CT 417 and CT 422, respectively The test results are presented on Fig- ure B-5. ^ 106636002 R.doc flRAVPI SAND FINES Coarse Fine Coarse Medium Fine SILT CLAY 3" 2' 1%" 1"VV U.S. STANDARD SIEVE NUMBERS 4 8 16 30 50 100 20O 70.0 10,0 100 HYDROMETER 0,01 GRAIN SIZE IN MILLIMETERS Symbol Sample Location Depth (ft) Liquid Limit Plastic Limit Plasticity Index DlQ •30 Deo Cu Cc Passing No. 200 (%) Equivalent USCS • B-2 15.0-16.5 ----------22 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 1 Mini/o&M!\^r^ GRADATION TEST RESULTS FIGURE 1 PROJECT NO. DATE HOME PU\NT SEWER FORCE MAIN PROJECT B-1 1 106636002 9/10 CARLSBAD, CALIFORNIA 100030002 SIEVE B-2 @ 15.0-16,5.xls GRAVEL SAND FINES Coarse Fine Coarse Medium Fine SILT CLAY 100.0 U.S. STANDARD SIEVE NUMBERS 3" 2' 1V4" ry/ V5"%" 4 8 16 30 60 100 200 HYDROMETER 70.0 60.0 500 40.O 30.0 200 10.0 0.0 iT • 1 100 10 01 0.01 0.001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 0.0001 Symbol Sample Location Depth (ft) Liquid Limit Plastic Limit Plasticity Index Dio D30 Deo c„ Passing No. 200 (%) USCS • B-3 io.a-11.5 ~ -------15 SM GRADATION TEST RESULTS FIGURE B-2 PROJECT NO. DATE HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD. CALIFORNIA FIGURE B-2 106636002 9/10 HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD. CALIFORNIA FIGURE B-2 10eS36I)02 SIEVE B-3 @ lO.O-11.S.xls SYMBOL LOCATION DEPTH (FT) LIQUID LIMIT, LL PLASTIC LIMIT, PL PLASTICITY INDEX, PI USCS CLASSIFICATION (Fraction Finer Than No. 40 Sieve) USCS (Entire Sample) B-1 1.0-5.0 46 14 32 CL CL NP - INDICATES NON-PLASTIC 60 50 X 40 a z ^ 30 o W ^ 20 10 / CH or OH • •^r DI MH or OH / t Jl ^—'L. €. or OL J /- CL-ML / IVIU or OL J 0 10 2 0 30 40 50 60 70 80 90 1 00 LIQUID LIMIT, LL PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318 1 Minga&Mixw^ ATTERBERG LIMITS TEST RESULTS FIGURE 1 PROJECT NO. DATE HOIVIE ?lhm SEWER FORCE MAIN PROJECT B-3 1 106636002 9/10 CARLSBAD, CALIFORNIA laesaeOOZArrfcRBERG page l.xis 3000 2000 Ll_ (/) CO W m cr I- C/) cr X ^ 1000 1 i i 1 j ! i i \ Xy • - * • - 1000 2000 NORMAL STRESS (PSF) 3000 Description Symbol Sample Location Depth (ft) Shear Strength Cohesion, c (psf) Friction Angle, (|) (degrees) Soil Type Silty SAND B-3 5.0-6.5 Peak 140 36 SM Silty SAND B-3 5.0-6.5 Peak 140 36 SM Silty SAND - -X - -B-3 5.0-6.5 Ultimate 40 35 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 PROJECT NO. 106636002 DATE 9/10 DIRECT SHEAR TEST RESULTS HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA FIGURE B-4 106536002 SI EAR D-3 @ 5,0-6,5,xls SAMPLE LOCATION SAMPLE DEPTH (FT) pH^ RESISTIVITY ^ (Ohm-cm) SULFATE CONTENT * (ppm) (%) CHLORIDE CONTENT * (ppm) B-1 1.0-5.0 7.7 630 390 0.039 280 ^ PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 ^ PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 ^ PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 CORROSIVITY TEST RESULTS FIGURE B-5 PROJECT NO. DATE HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA FIGURE B-5 106636002 9/10 HOME PLANT SEWER FORCE MAIN PROJECT CARLSBAD, CALIFORNIA FIGURE B-5 106836002 CCJRROSIVrfY Page l.xis GEOTECHNICAL EVALUATION CTTY OF CARLSBAD HOME PLANT SEWER LIFT STATION REPLACEMENT CARLSBAD, CALIFORNIA PREPARED FOR: PSOMAS 4455 Murphy Canyon Road, Suite 200 San Diego, Califomia 92123 PREPARED BY: Ninyo & Moore Geotechnical and Environmental Sciences Consultants 5710 Ruffin Road San Diego, Califomia 92123 August 18,2009 Project No. 106636001 -'hi;;fe 1858? 576-1000 • Fax |858| 576-9600 :xmr(i * L3S Vegas • Pr;oefic< » Derw • BPsso August 18,2009 Project No. 106636001 Mr. Curtis L. Edwards PSOMAS 4455 Murphy Canyon Road, Suite 200 San Diego, Califomia 92123 Subject: Geotechnical Evaluation City of Carlsbad Home Plant Se Carlsbad, Cali Dear Mr. Edwaids: Hnl'pitri'^^Tl P"'^^"^"^ ^ geotechnical evaluation for the Home Plant Sewer Lift Station Replacement project located in Carlsbad, California. This report presents our geotechmcal findings, conclusions, and recommendations regarding the propo^d project. Our report was prepared in accordance with our proposal dated February 18,2009. We appreciate the opportunity to be of service on this project. Sincerely, NINYO <& MOORE Draft Draft Andres Bemal, GE. P«„OM n U n r^T^ SeniorP^JectEngineer SoeoSr ""•^ Draft Gregory T. Farrand, C.E.G Principal Geologist AB/RDH/GTF/gg Distribution: (5) Addressee _ ^-...i^ • PhcwM576-I0O0 . Fax^5«) 576-9600 SmDmp ' frv-ne • Rancro CuQiir^ga T'^^^^^^ . Oa.iard * Las Vegas • Ph-xru . c-ra- . ci,,^,^ Home Plant Sewer Lift Station Replacement . /t'J^'^ffdA^^^? Carlsbad, Califomia Project No. 106636001 TABLE OF CONTENTS Page 1. INTRODUCTION ^ 2. SCOPE OF SERVICES ^ 3. PROJECT AND SITE DESCRIPTION ^ 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING 2 5. GEOLOGY AND SUBSURFACE CONDITIONS^,^^^ ^ 5.1. Regional and Geologic Setting .^rrtJ^^^^.C ^ 5.2. Site Geology \ 5.2.1. Fill ^r:Os^^.LA^V...J^....-YV ^ 5.2.2. Topsoil/ColbvmmV.^^ .V 5.2.3. Old ParalicDepQsh^^^ ^ 5.2.4. Santiago Fora^MioK..^^J^^L^^ ^ 5.3. Groundwater . .V \ J^.\.*<?rrr. ^ 5.4. Excavatability \^.^ ^ 5.5. Geologic Hazards 6. FAULTING AND SEISMICITY 6.1. Surface Fault Rupture 6.2. Ground Motion 6.3. Liquefaction ^ 6.4. Landslides g 6.5. Tsunamis 7. CONCLUSIONS 8. RECOMMENDATIONS 8.1. Earthwork 8.1.1. Site Preparation 8.1.2. Excavation Characteristics 8.1.3. Remedial Grading for Lift Station Building Pad Areas | 8.1.4. Materials for Fill 8.1.5. Compacted Fill 8.1.6. Temporary Excavations 10 11 12 12 8.2. Shoring 8.3. Excavation Bottom Stability and Wet Soils J^ 8.4. Constmction Dewatering J 8.5. Lateral Pressures for Thmst Blocks 8.6. Modulus of Soil Reaction |^ 8.7. Pipe Bedding 8.8. Trench and Stmcture Backfill j^ 8.9. Seismic Design Parameters 8.10. Foundations „ 8.10.1. Shallow Foundations Home Plant Sew^ Lift Station Replacement Carisbad, Cstifomia August 18,2009 Project No. 106636001 8.10.2. Lateral Earth Presswes 17 8.11. Retaimng Walls 18 8.12. Underground Structures 18 8.13. Uplift and Special Design Considerations 19 8.14. Preliminary Pavement Design 19 8.15. Corrosion 20 8.16. Concrete 20 8.17. Pre-Construction Conference 21 8.18. Plan Review and Construction Observation ..^rrrTTX. 21 9. LIMITATIONS. 10. REFERENCES. Tables Table 1 - Principal Active Fai Table 2 - Seismic Design Facto! Table 3 - Recommended Pavi Fiinires Figure 1 - Site Loeaticm Mi^ Figure 2 - Borkig Location M^ Figure 3 - Faidt Location Mi^ Figme 4 - Lateral Earth Pres^^s for Temporary Cantilevered Shoring Below Groundwater Figure 5 - Lateral Earth Pressures fc»r Braced Excavation below Groundwater (Granular Soil) Figure 6 - Thrust Block Lateral Earth Pressiore Dt^am Figure 7 - Retaining Wall Drainage Detail Figure 8 - Lateral Earth Pressiores for Underground Stmctures Figure 9 - Uplift Resistance Diagram for Undeiground Stmctures App^dlces Appendix A - Bcmng Logs Appendix B - Laboratory Testing tOMlMOI K,doe Home Ptot Sewer Lift Station Replacement project NoSsS Carlsbad, California ' 1. INTRODUCTION In accordance with your request and our proposal dated Febmary 18,2009, we have performed a geotechnical evaluation for the City of Carlsbad Home Plant Sewer Lift Station Replacement project located in Carlsbad. Califomia (Figure 1). This report presents our geotechnical findings, conclusions, and recommendations regarding the proposed project. 2. SCOPE OF SERVICES Ninyo & Moore's scope of services^^rtus^i^^ of pertinent background data, performance of a geol^gT^iQiU^^ evaluation, and engineering analysis with regard to the pro^^?^^ we performed the following tasks: . Reviewing background data\stedii fl^ References section ofthis report. The data reviewed included geotechnical reports>t6pographic maps, geologic data, fauh maps, and a site plan for the project. . Performing a geologic reconnaissance of the proposed site, including the observation and mapping of geologic conditions and the evaluation of possible geologic hazards, which may impact the proposed project. • Marking the boring locations. Underground Service Alert (USA) was notified for clearance of existing underground utilities in the vicinity ofthe boring locations. . Obtaining boring permits from the County of San Diego Department of Environmental Health (DEH). . Performing a subsurface evaluation consisting of drilling, logging, and sampling four ex- ploratory borings to evaluate the subsurface conditions. • Performing geotechnical laboratory testing on selected soil samples. • Compiling and analyzing the data obtained. • Preparing this report presenting our findings, conclusions, and recommendations regarding the geotechnical design and constmction ofthe project. 1066360QI ILdoc Home Plant W Lift Station Replacement August 18,2009 Carlsbad, California ^^.^^ 106636001 3. PROJECT AND SITE DESCRIPTION The existing Home Plant Sewer Lift Station is located at 2359 Carlsbad Boulevard. The site is bounded to the east by Carlsbad Boulevard and on the west by North County Transit Dis- trict (NCTD) railroad tracks. The site is relatively level with surface runoff generally to the northwest. Surface elevations range fi'om approximately 20 feet above mean sea level (MSL) at the northwest comer to 33 feet MSL at the southeast comerjjf the site. The existing pump sta- tion, which is located near the southeast comer of the.«t8^ finally constmcted in 1963 and was rehabilitated in 1991. The existinptatio^l^eCp^ a wet well/dry well that ex- tends approximately 25 feet belj Ihe project wiU consist of the reVWmi^ lift station with a laiger capacity fe- ciHty. We understand the existingWl^^a^ several operational issues and the City anticipates the need for replacement to address Urgency storage, significant sand and rag accumulation, grease buildup, corrosion and security requirements. Although final plans have not been developed, we un- derstand the new lift station will inchide new pumps, enlarged dry and wet wells, a control building, odor bed system, a manhole, an emergency storage tank and associated pipehnes. We understand that the emergency storage tank base elevation will be at approximately 2.5 feet MSL or approximately 27 feet below existing grades. The new facility will be located within the undeveloped area northwest ofthe existing lift station (see Figure 2). 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING Our subsurface exploration was conducted on July 17^ and 20*, 2009 and consisted ofthe exca- vation, logging, and sampling of four exptoratory borings. The borings were drilled with a tmck- mounted drill rig equipped with 8-inch diameter, continuous-flight, hollow-stem auger. The bor- ings were drilled to depths up to approximately 41.3 feet below the existing ground surface. The purpose of the exploratory borings was to observe and sample the underlying earth materials. Relatively undisturbed and bulk samples were obtained from the borings at selected intervals. The approximate locations of the borings are shown on Figure 2 and the correspondmg logs are presented in Appendix A. I0M16OO1 ILdoc Home Plant Sewer Lift Station Replacement . J^fTnl^'^^nm Carlsbad, Califomia ^^^^^^^^^ Laboratory testing of representative soil samples included in-situ dry density and moisture con- tent, sieve analysis, shear strength, expansion index, soil conrosivity, and R-value. The results of the in-situ dry density and moisture content tests are presented on the boring logs in Appendix A. The results ofthe other laboratory tests performed are presented in Appendix B. 5. GEOLOGY AND SUBSURFACE CONDITimJ Our fmdings regarding regional and site geology a^'^ilia^ter conditions at the subject site are provided in the following sections 5.1. Regional and Geoi The project area is situatedNnNUp^^^ Ranges Geomorphic Province. This geomor- phic province encompasses ah area that extends approximately 900 miles fix)m the Transverse Ranges and the Los Angeles Basin south to the southem tip of Baja Califomia (Norris and Webb, 1990). The province varies in width from approximately 30 to 100 miles. In general, the provmce consists of mgged mountains underiain by Jurassic metavolcanic and metasedimentary rocks, and Cretaceous igneous rocks of the southem Cahfomia batho- lith. In the coastal portion of the province in San Diego County, that includes the project area, the metamorphic and granitic basement rocks are overiain by sedimentary materials that are Cretaceous, Tertiary, and Quatemary age. The Peninsular Ranges Province is traversed by a group of sub-parallel faults and fault zones trendmg roughly northwest. Several of these faults, which are shown on Figure 3, Fault Location Map, are considered active faults. The Whittier-Elsinore, and San Jacinto feults are active fauh systems located northeast of the project area and the Rose Canyon, Agua Blanca-Coronado Bank, San Diego Trough, and San Clemente faults are active faults lo- cated west ofthe project area. Major tectonic activity associated with these and other fauhs within this regional tectonic framewoik consists primarily of right-lateral, strike-slip move- ment. Further discussion of faulting relative to the site is provided in the Faulting and Seismicity section ofthis report. ,06636001 R..10C 3 ^f^f^W ^mT% Home Plant Sewer Lift station Replacement August 18.2009 Carlsbad. Califorma p,„j^, 106636001 5.2. Site Geology Geologic units encountered during our reconnaissance and subsurface evaluation included fill, topsoil/colluvium, old paralic deposits, and materials of the Santiago Fomiation. Generalized descriptions of thc units encountered are provided in the subsequent sections. More detailed descriptions are provided on the boring logs in Appendix A. 5.2.1. Fill ^^^^^^i^ Fill material was encountered in expl|5f^o^ through B-4 to depths ranging from approximately 4ja^i^J^ 3^f,,, (bgs). As encoun- tered, the fill maten^ brown to brown, damp to moist, medium dense, silty sa^N^tli)^^ of clay, gravel and fragments of constmc- tion debris (less than m diameter) and stiff, sandy clay with few scattered gravel (less than 2 mches in diameter). 5.2.2. Topsoil/ColIuvium Topsoil/colluvium was encountered m exploratory boring B-4 underlying the fill mate- rials to a depth of approximately 8 feet bgs. As encountered, this material generally consisted of brown to reddish brown, damp to moist, medium dense, silty fine sand. 5.2.3. Old Paralic Deposits (Terrace Deposits) Materials correlating to the old paralic deposits (Kennedy and Tan, 2005), were encoun- tered in our borings underlying the fill or topsoil/colluvium. The old paralic deposits were formerly designated as terrace deposits (Tan and Kennedy, 1996). As encountered, the old paralic deposits generally consisted of various shades of gray to brown, damp to moist, medium dense to very dense, pooriy graded sand and clayey/silty sand with trace gravel (less than 2 inches in diameter). 5.2.4. Santiago Formation Materials ofthe Eocene-aged Santiago Fonnation were encountered in each of our bor- ings underiying the old paralic deposits at depths of 20 to 24 feet bgs and extending to I066360OI R doe Home Plant Sewer Lift Station Replacement "^^nl^i^^ Carlsbad, Califomia P'^J^^* No. 106636001 the depths explored. As encountered, these materials generally consisted of altematmg beds of various shades of gray to brown, moist to saturated, weakly to moderately ce- mented, clayey and silty fine to coarse-grained sandstone to weakly indurated, fine- grained sandy claystone. 5.3. Groundwater Groundwater was encountered during our sub^rff^JjQrSgs at depths ranging from 23 to 31 feet bgs or at elevations of aMP^im^^m^ Variations in groundwater level may occur due to ti^aHn^i^^a^ topography, subsurface geologic conditions and si 5.4. Excavatability Based on our subsurface evaluation, the on-site materials are generally expected to be exca- vatable with normal heavy-duty earthmoving equipment. However, strongly cemented "concretions" or zones within the Santiago Formation may be encountered and may entail the use of heavy ripping, or rock breaking equipment. 5.5. Geologic Hazards In general, hazards associated with seismic activity include ground surface mpture, strong ground motion, tsunamis, liquefaction, and landsliding. These geologic hazards are dis- cussed in the following sections. 6. FAULTING AND SEISMICITY The subject site is not located within a State of Cahfomia Earthquake Fauh Zone (formeriy known as an Alquist-Priolo Special Studies Zone) (Hart and Bryant, 1997). However, the site is located in a seismically active area, as is the majority of southem Califomia, and the potential for strong ground motion in the project area is considered significant during the design life ofthe proposed stmcture. Figure 3 shows the approximate site location relative to the major faults in the region. The active Rose Canyon fault is located approximately 4 miles west ofthe site. 10643600. R.<ioc 5 #/#ff# ,4^Um% Home Plant Sewer Lift Station Replacement Carlsbad, Califomia August 18,2009 Project No. 106636001 Table 1 lists selected principal known active faults that may afiect the subject site, the maximum moment magnitude (M^ as pubUshed by the Cao, et al. (2003) for the Califomia Geological Survey (CGS). The approximate fault-to-site distances were calculated using the computer pro- gram FRISKSP (Blake, 2001). Table 1 - Principal Active Faults Fault roilgS'ffcjffomet^) '"^ Moment Magnitude' Rose Canyon 7.2 Coronado Bank 7.6 Elsinore (Temecula Segment) ^ ^ \ \ ^ \V4ir(38.9i \ 6.8 blsmore (Julian Segment) \ ^ ) \ ^ V^.W9.5)^ 7.1 tlsmore (Glen Ivy Segment) \ \ \ \\ K\ r\i2^(53.0) 6.8 iNotcs: \ \ \ WW H.^ ' Blake (2001) \ 1 \ 3 ^ Cao. etal. (2003) \ J The principal seismic hazards at the subject site are surface fauh rupture, ground motion, lique- faction, landslides, and tsunamis. A brief description of these hazards and the potential for their occurrences on site are discussed below. 6.1. Surface Fault Rupture Based on our review of the referenced literature and our site recomiaissance, no active faults are known to cross the project site. Therefore, the probability of damage from surface fault mpture is considered to be low However, lurching or cracking ofthe ground surface as a re- sult of nearby seismic events is possible. 6.2. Ground Motion The 2007 Califomia Buildmg Code (CBC) recommends that the design of stmchires be based on the horizontal peak ground acceleration (PGA) having a 2 percent probabihty of ex- ceedance m 50 years which is defined as the Maxhnum Considered Earthquake (MCE). The statistical return period for PGAMCE is approxunately 2,475 years. Ihe probabilistic PGAMCE for the site was calculated as 0.53g usmg the United States Geological Survey (USGS) 106636001 R.doc Home Plant Sewer Lift Station Replacement p^jectTfoSl Carlsbad, California (USGS, 2008) ground motion calculator (web-based). The design PGA was estimated to be 0.35g using the USGS ground motion calculator. These estunates of ground motion do not m- clude near-source factors that may be ^plicable to the design of stmcmres on site. 6.3. Liquefaction Liquefaction is the phenomenon in which loosely depo^jled granular soils with sih and clay contents of less than approximately 35 percent^a^^^^l^tic silts located below the water table undergo rapid loss of shear^^NA^^ sfong earthquake-induced ground shaking. LiquefacliennX^^ or near-saturated co- hesionless soils at depthsV^^W^ ^"""^^ Our subsurface exploration^dy oM^ testmg indicate that the lift station site is under- lain by relatively dense sands and silts and/or stiff clays or competent formational material. Accordingly, it is our opinion that Hquefaction and liquefaction-related seismic hazards (e.g.. dynamic settlement, ground subsidence, and/or lateral spreading) are not design con- siderations for the lift station and associated improvements. 6.4. Landslides Landslides may be induced by strong vibratory motion produced by earthquakes. Research and historical data mdicate that seismically mduced landshdes tend to occur in weak soil and rock on sloping terrain. The process for zoning earthquake-induced landslides incorporates expected fiiture earthquake shaking, existing landslide features, slope gradient, and strength of earth materials on the slope. The project area is not mapped in an area considered suscep- tible to seismicaUy induced landslides. Based on our review of the relevant geologic maps, aerial photographs, and our subsurface evaluation, landshde hazards are not a design consid- eration for the project io66J6ooiR.doc 7 /V^nw ,^iiar' rZtfiT fr''-^'* Replacement August 18.2009 Carisbad. Califorma j^.^ 106636001 6.5. Tsunamis Tsunamis are long wavelength seismic sea waves (long compared to ocean depth) generated by the sudden movements of the ocean floor during submarine earthquakes, landslides, or volcanic activity Based on our review of tsunami hazards maps (Legg, Borrero, and Synolakis, 2003) and the distance ofthe site from the ocean and nearby large lakes and/or reservoirs, damage due to tsunamis is not a design consideration. 7. CONCLUSIONS Based on our review of the rrfeJ^^kkU^ U W recomiaissance, and sub- surface exploration, it is our o^d;^ ^^4^^ proposed project is feasible from a geotechnical standpoint. Geotectoyi d)A^ddSis include the following: . Based on our observations during the subsurface evaluation, the project site is underlain by till, topsoil/colluvium, old paralic deposits, and materials ofthe Santiago Formation. • -Die fill soils and topsoil/colluvium are considered potentially compressible and are not suit- able tor support of stmctures, improvements, or additional fill. • The on-site materials are expected to be excavatable with conventional heavy-duty earth- moving equipment in good working condition. However, strongly cemented "concretions" or zones may be encountered within tiie Santiago Formation and may entail die use of heavy nppmg, or rock-breaking equipment. • -^oundwater was encountered in our exploratory borings at deptiis rangmg from 23 to 28 fee bgs ^t^I^A^tions of approximately -1 to +8 feet MSL. Based on tiiis infomiation and the anticipated deptfi of tiie emergency storage tank (approximate elevation of+2 5 feet) groundwater and wet soils will be encountered during constmction. • No active faults are reported underiying or adjacent to die site. Thc active Rose Canyon fauh zone has been mapped approximately 4 miles west of die site. • Based on the consistency of die fiU, topsoil/colluvium, and old pamlic deposits underlymg tiie SI e. It IS our opmion tiiat tiie potential for liquefaction and consequent dynamic sitle- ment to occur at tins site is not a design consideration. K)6«36(l01Rdoe Home Plant Sewer Lift Station Replacement Carlsbad, Califomia August 18,2009 Project No. 106636001 Clayey soils were encountered in several borings. These soils are not considered suitable for usage as fill or backfiU and should be exported from tiie site, when encountered m excava- tions. Sandy on-site soils such as tiiose derived from the old paralic deposits may be reused as fill and backfill. Based on Caltrans criteria, the project site would be classified as corrosive. endations are provided for the 8. RECOMMENDATIONS Based on our understanding of the project, ti design and constmction of the pro^s^lin^v^^ 8.1, Earthwork In general, earthwork shoul\b^ife?med in accordance witii tiie recommendations pre- sented in tins report. Ninyo & Moore should be contacted for questions regardmg the recommendations or guidelines presented herein. 8.1.1. Site Preparation Prior to excavation, the project site should be cleared of abandoned utilities (if present) and stripped of mbble. debris, vegetation, any loose, wet, or otherwise unstable soils, as well as surface soils containing organic material. Materials generated from tiie clearing operations should be removed from tiie site and disposed of at a legal dumpsite away from the project area. 8.1.2. Excavation Characteristics Our evaluation of tiie excavation characteristics of tiie on-site materials at tiie subject site is based on the results of our subsurface exploration and our experience witii similar materials. In our opinion, the on-site materials are expected to be rippable witii heavy- duty earthmoving equipment. However, strongly cemented "concretions" and/or zones witiiin tiie Santiago Formation may be encountered which would entail the use of heavy ripping, or rock breaking equipment. Excavations close to or below groundwater will encounter wet and loose or soft ground conditions. 106636001 R.doc rrrJ!!'!^ rr""-^^ ^^^'^"^ Replacement August 18. 2009 Carisbad, Cahfomia p^^^^^^^^^ ^^^^^^^^ 8.1.3. Remedial Grading for Lift Station Building Pad Areas Due to tfie relatively compressible nature of tiie existing ftil and topsoil/colluvium, we recommend tiiese soils be removed, moisttire conditioned, and placed as compacted fill prior to tiie constmction of improvements or placement of additional fill. For tiie purpose of tiiis project, a building pad is defined as tiie area underlymg any settiement-sensitive stmcture, extending a horizontal distance of 5 feetbeyqnd tiie limits of tiie stmcture, and extending downward at a 1:1 (horizontal toYen^^^rmiion. Deeper removals may be needed if unsuitable materidsmeex#5s^^ bottom during gradmg. Re- moval deptiis should b^W^ L^Od ^ rep)^tatives of Ninyo & Moore. After removal of tiie ^d^^ the resulting surface should be scarified to a deptii of aU^^ 8 inches, moisture conditioned, and compacted to 90 percent or more percefifrelative compaction, in accordance witii American Society for Testing and Materials (ASTM) Test Metiiod D 1557. 8.1.4. Materials for Fill Clayey soils observed m several of our borings are not considered suitable for use as fill or backfill and should be exported from the site where encountered in excavations. Granular on-site soils witii an organic content of less tiian approximately 3 percent by volume (or 1 percent by weight) are suitable for use as fill. Fill material should gener- ally not contain rocks or lumps over approximately 4 inches, and generally not more tiian approximately 40 percent larger tiian inch. Utility trench backfill material should not contain rocks or lumps over approxunately 3 inches in general. Soils classified as silts or clays should not be used for backfill in tiie pipe zone. Larger chunks, if gener- ated during excavation, may be broken into acceptably sized pieces or disposed of off site. Imported ftil material, if needed for tiie project, should generally be granular soils witii a very low to low expansion potential (i.e., an EI of 50 or less as evaluated by ASTM D 4829). Import material should also be non-corrosive m accordance witii tiie Caltrans (2003) corrosion guidelines. Materials for use as fiU should be evaluated by Ninyo & Moore's representative prior to filling or unporting. 106636001 R4I0C 10 Home Plant Sewer Lift Station Replacemem project Carlsbad, Califorma 8.1.5. Compacted Fill Prior to placement of compacted fill, tiie contractor should request an evaluation of tiie exposed ground surface by Ninyo & Moore. Unless otiierwise recommended, tiie ex- posed ground surface should tiien be scarified to a deptii of approximately 8 inches and watered or dried, as needed, to achieve moisture contents generally above tiie optimum moisture content. The scarified materials should thep^ compacted to a relative com- paction of 90 percent as evaluated in accord«^^h^TM D 1557. The evaluation of compaction by the geotechnical consCftW^ to preclude any re- quirements for obsen^atic^i^^^^oV It is tiie connector's responsibility to noW^ and tiie appropriate goveming agency when the prcydfcO^aV^ observation, and to provide reasonable time for that review. \^ Fill materials should be moisture conditioned to generally above tiie laboratory opti- mum moisture content prior to placement. The optimum moisttire content will vary with material type and otiier factors. Moisttire conditioning of fill soils should be generally consistent witiiin the soil mass. Prior to placement of additional compacted fill material following a delay in tiie grading operations, tiie exposed surface of previously com- pacted fill should be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift should be watered or dried as needed to achieve a moisttire content generally above tiie laboratory optimum, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers or otiier appropriate compacting rollers, to a relative compaction of 90 percent as evalu- ated by ASTMD 1557. Successive lifts should be ttreated in a like manner until the desired finished grades are achieved. IOM3600I R.(loc 11 .^im^ii A^iiiwB crrhfJ"? rr'-^'"^'°"'^'P'''''"'"* August 18.2009 Carlsbad, Califorma ProjectNo. 106636001 8.1.6. Temporary Excavations We recommend tiiat trenches and excavations be designed and constmcted m accor- dance witii Occupational Safety and Healtii Administration (OSHA) regulations. These regulations provide trench sloping and shoring design parameters for trenches up to 20 feet deep based on the soil types encountered. Trenches over 20 feet deep should be designed by tiie Contractor's engineer based on site:5^cific geotechnical analyses. For planning pmposes, we recommend tiiat tiie fo^^^HA soil classifications be used: m Topsoil/CoUmUmi^^^ ^ Upon makmg tiie exc^^ W^^k classifications and excavation performance should be evaluated in tii^^gel^yVinyo & Moore in accordance witii OSHA regulations. Temporary excavations should be constructed in accordance witii OSHA recommenda- tions. For tt-ench or otiier excavations, OSHA requirements regarding persomiel safety should be met by using appropriate shoring (including trench boxes) or by laying back the slopes no steeper tiian 1.5:1 m fill, topsoil/colluvium, or old paralic deposits and 1:1 m Santiago Formation. Temporary excavations that encounter seepage may need shor- ing or may be stabilized by placmg sandbags or gravel along tiie base of tiie seepage zone. Excavations encountering seepage should be evaluated on a case-by-case basis. On-site safety of personnel is tiie responsibility of tiie contractor. 8.2. Shoring It is anticipated that shoring systems wUl be instaUed for the site excavations as weU as for trenches over 4 feet deep. Shoring systems will be constructed through fill, topsoil/colluvium. old paralic deposits, and Santiago Formation materials. TTie shoring system should be de- signed using the lateral earth pressures shown on Figure 4 for cantilevered shoring and Figure 5 for braced shoring. The recommended design pressures are based on the assump- tions that the shoring system is constructed without raising the ground surface elevation behind the sheet piles, that there are no surcharge loads, such as soil stockpiles and construe 106636001 Kiae 12 Home Plant Sewer Lift Station Replacement ."^^"Tni^'-iAom Carlsbad, Califomia ^^^^^ ^^^^^^^^ tion materials, and tiiat no loads act above a 1:1 plane extending up and back from tiie base of tiie sheet pile system. The contractor should include tiie eff-ect of any surcharge loads on the lateral pressures against the sheet pile wall. We anticipate tiiat settlement of tiie ground surface vsdU occur behind tiie shoring wall during excavation. The amount of settlement depends heavily on tiie type of shoring system, tiie shoring contractor's workmanship, and soilcp^i^ We recommend that stmc- tures/improvements in tiie vicinity of tiie^aW\3^ installation be reviewed with regard to foundation support an(^t(5lirhnc\ IbVduce tiie potential for distt-ess to adjacent improvement^^^^iQiek^^ ^sW^ring ^tem be designed to reduce the ground settlement behind\^)^ or less. Possible causes of settlement tiiat should be addressed in^^Ie^e^ during shoring installation, excavations, con- stmction vibrations, dewateringTand removal of tiie support system. The contractor should retain a qualified and experienced engineer to design tiie shoring sys- tem, evaluate tiie adequacy of these parameters and provide modifications for tiie design. Shoring plans should be reviewed by the district design engmeer. We recommend tiiat tiie conttactor take appropriate measures to protect workers. OSHA requirements pertaming to worker safety should be observed. 83. Excavation Bottom Stability and Wet Soils In general, we anticipate that tiie bottom of excavations above tiie groundwater table will be stable and should provide suitable support to tiie proposed improvements. Excavations tiiat are close to or below tiie water table may be unstable. Wet soils may be encountered in excavations and subsequent drying and additional handling of tiiese soils should be anticipated. Loose, soft, or otiierwise deleterious material encoun- tered at tiie bottom of excavation should be overexcavated and recompacted in accordance with tiie recommendations provided herein. Additional stabilization efforts may be used in lieu ofthe additional removal at tiie bottom ofthe excavations, Ninyo & Moore should be consulted regarding the placement of cmshed aggregate in the excavation m conjunction 106636001 R.doc 13 .ymifi^ r^TJ!rn S^^^^^'' Replacement August 18,2009 Carlsbad. California p^^j^^ 106636001 whh geosyntiietic materials or placement of a lean concrete mud mat. Additional recom- mendations for stabilizing excavation bottoms should be based on evaluation in the field by our office at the time of constmction 8.4. Construction Dewatering Groundwater was encountered in our exploratory b^pgsx In addition, significant fluctua- tions m the groundwater levels may occur ai^rtS^^^j^ct site. Dewatering measures during excavation operations (if nepe^jsai^iti^ by tiie contractor's engmeer and reviewed by tiie distric^^g^i^^^^ for constmction dewatering should include anticipat^^^^^^ potential for settlement, and gromidwater discharge. Dl^lh^^ should be performed m accordance with guidelines of tiie Regional W%i<</uality Control Board (RWQCB). 8.5. Lateral Pressures for Thrust Blocks Thrust restt-aint for buried pipelmes may be achieved by transferring tiie thmst foree to tiie soil outside tiie pipe tiu-ough a tiimst block. Thmst blocks may be designed using tiie lateral pas- sive earth pressures presented on Figure 6. Thmst blocks should be backfilled witii granular backfill material, and compacted in accordance witii recommendations presented m this report, 8.6. Modulus of Soil Reaction We anticipate some ttenching will be used on this project. The modulus of soil reaction is used to characterize tiie stiffoess of soil backfill placed at tiie sides of bmied flexible pipe- lines for the purpose of evaluating deflection caused by tiie weight ofthe backfill above the pipe. For pipelines constmcted in granular fill, topsoiVcolluvium, old paiBlic deposits, and Santiago Formation materials, we recommend tiiat a modulus of soil reaction of 1,000 pounds per square inch (psi) be used for design for 0 to 10 feet deep excavations and 1,500 psi for excavations exceeding 10 feet depth, provided tiiat granular beddmg material is placed adjacent to the pipe, as recommended m tiiis report. 10663600I R.(toe 14 Home Plant Sewer Lift Station Replacement Project NafoS^ Carlsbad, Califorma 8.7. Pipe Bedding We recommend tiiat pipes be supported on 6 inches or more of granular bedding material such as sand witii a Sand Equivalent (SE) value of 30 or more. Bedding material should be placed around tiie pipe and 12 inches or more above the top of tiie pipe in accordance with the recent edition of tiie Standard Specifications for Pubhc Works Consttiiction ("Green- book"). We do not recommend tiie use of cmshed rockagJ^edding material, li has been our experience that tiie voids witiiin a cmshed roclcHi^^a,^ sufficiently large to allow fines to migrate into tiie voids, tiiereby^n^tJ^^ f^nkholes and depressions to de- velop at tiie ground surfac^S^W^ sd^onditions are encountered, tiie trench excavation should^e^ij^ 1 foot or more below tiie pipe invert elevation and should be bad^fi^^ in filter fabric. Special care should be taken rWto allow voids beneath and around tiie pipe. Compaction of the bedding material and backfill should proceed up botii sides ofthe pipe. Trench backfill, including bedding material, should be placed in accordance witii tiie recommendations pre- sented below. 8.8. Trench and Structure Backfill Trench backfill and stmcttire backfill should consist of granular soil witii low expansion po- tential that conforms to the latest edition of tiie Standard Specifications for Public Works Consttiiction ("Greenbook") for stmcttire backfill. The clayey fill/colluvial materials are not considered suitable for usage as trench zone (intermediate) backfill. The conttractor should be prepared to import soil to tiie site. The sandy fill, old paralic deposits and Santiago For- mation materials are considered suitable for re-use as stmctural fill material. Fill material should be comprised of low-expansion-potential granular soil and should be free of ttash, debris, roots, vegetation, or deleterious materials. Fill should generally be free of rocks or hard lumps of material in excess of 4 inches in diameter. Rocks or hard lumps larger tiian about 4 inches in diameter should be broken into smaller pieces or should be removed from tiie site. Wet materials generated from on-site excavations should be aerated to a moisttire content near the laboratory optimum to allow compaction. ,06636001 ILdoc 15 ,^4^*' Home Plant Sewer Lift Station Replacement Carlsbad, Califomia August 18,2009 ProjectNo. 106636001 On-site clayey and organic soils encountered during excavation should be selectively re- moved and stockpiled separately. Clayey and organic soils are not considered suitable for beddmg material or sttiicttiral fill and should be disposed of off-site. Imported materials should consist of clean, granular materials witii a low expansion poten- tial, correspondmg to an expansion index of 50 or less as evaluated in accordance with ASTM D 4829. The corrosion potential of proposedki^S^d soils should also be evaluated if stmcttires will be in contact witii tiie unp(^Sd^r1b^^ material should be submitted to the geotechnical consultant fo«€vI^ Ai^R^^^ site. The connector should be responsible for the unJ^m^fQp^^ site Trench backfill and stt^cttV^^^r^^ compacted in horizontal lifts to a relative compaction of 90percent or W^as evaluated by ASTMD 1557. Backfill soils should be placed at or above die laboratory opthnum moisttire content as evaluated by ASTM D 1557. The optimum lift tiiickness of fill will depend on tiie type of compaction equipment used, but generally should not exceed 8 inches m loose thickness. Special care should be taken to avoid pipe damage when compacting trench backfill above die pipe. 8.9. Seismic Design Parameters Design of tiie proposed improvements should comply with design for sttncttires located in Seismic Zone 4 and should be designed in accordance witii tiie requirements of goveming jurisdictions and applicable building codes. Table 1 presents the seismic design parameters for tiie site in accordance witii CBC (2007) guidelines and mapped spectral acceleration pa- rameters (USGS, 2007). Table 2 - Seismic Design Factors Factors Values Site Class D Site Coefficient, F, 1.000 Site Coefficient, Fy 1.500 Mapped Short Period Spectral Acceleration, Ss 1.337g Mapped One-Second Period Spectral Acceleration, Si 0.504g 10663600] R.doc 16 Home Plant Sewer Lift Station Replacement Carlsbad, Califomia August 18,2009 ProjectNo. 106636001 Table 2 - Seismic Design Factors Factors Values Short Period Spectral Acceleration Adjusted For Site Class, SMS 1.337g One-Second Period Specfral Acceleration Adjusted For Site Class, SMI 0.756g rk«o5cT« Qhnf+ PftrinH Snectral Acceleration. Sm 0.891g Design One-Second Period Specttal Acceleration, SDI 1 0.i04g 8.10. Foundations The following foundation desi sis. The foundation desi; soils. Mmor cracking (co standing of the project, the ledNbased on our geotechnical analy- to preclude differential movement of idations may occur. Based on our under- ie)l^frstation will be a relatively Ught stt^icttire and is anticipated to be founded on spread and/or continuous foundations 8.10.1. Shallow Foundations Shallow foundations, eitiier spread or continuous foundations, founded entirely in prop- eriy compacted fill or entirely m formational materials may be designed based on an allowable bearing capacity of 3,000 pounds per square foot (psf). The allowable bearing capacity value may be increased by one-third when considering loads of short duration such as wind or seismic forces. Foundations should be founded at least 18 inches below lowest adjacent grade. Continuous footings should have a widtii of 12 inches or more and isolated footmgs should be 24 inches or more in widtii. We recommend that foundations be reinforced m accordance v^dtii tiie recommendations ofthe project sttiicttn-al engineer. From a geotechnical standpoint, we recommend tiiat continuous footings be reinfoieed with four No. 4 remforcmg bars, two placed near the top of tiie footing and two near the bottom. 8.10.2. Lateral Earth Pressures Allowable lateral passive pressures equal to an equivalent fluid weight of 300 pounds per cubic foot (pcf) may be used provided tiie footings are placed neat against com- 106636001 R.doc 17 Home Plant Sewer Lift Station Replacement A u«»^t 18 9fyno Carlsbad, Califomia Ai^Tnlf^An? ProjectNo. 106636001 pacted fill soils or formational materials (to a maximum of 3,000 psf). Foundations may be designed using a coefficient of friction between soil and concrete of 0.40. 8.11. Retaining Walls It is anticipated tiiat retaining walls may be used at the subject site. For the design of a re- taining wall tiiat is not restrained against movemgnt^by rigid comers or stmcttiral connections, an active pressure represented by^jaffe^ fluid weight of 40 pcf may be assumed. Restrained walls (non-jdskj^^ an at-rest pressure repre- sented by an equivalent fluich^l^A^^ low-expansive, level backfill and free draining\oQitt^ Xi^n^^ walls retaining sloping backfill inclined at 2:1 may be desiU^jr^^ fluid weights of 65 pcf and 95 pcf, respec- tively A drain should be provSded4hind tiie retaming wall as shown on Figure 7. The dram should be cormected to an appropriate outiet. The retainmg wall may be founded on a continuous footing based entirely in compacted fill or in formational materials. The foundation may be designed in accordance witii our recom- mendations presented under tiie Shallow Foundations and Lateral Earth Pressures sections. 8.12. Underground Structures Underground stmcttires at tiie lift station may be designed for lateral pressures represented by tiie pressure diagram on Figure 8. We recommend tiie groundwater level should be as- smned at an elevation of+10 feet MSL for evaluation of lateral pressures and calculating tiie factor of safety against uplift. It is recommended tiiat tiie exterior of all underground walls, horizontal and vertical constmction joints be waterproofed, as indicated by tiie project civil engineer and/or architect. For pipe wall penetrations into tiie storage tank, standard "water- tight" penetration design should be utilized. To minimize relative pipe to wall differential settlement, which could cause pipe shearing, we recommend that a pipe jomt be located close to tiie exterior of tiie wall. The type of joint should be such tiiat minor relative move- ment can be accommodated without distress. 106636001 R.<loc 18 Home Plant Sewer Lift Station Replacement Carlsbad, Califomia August 18,2009 ProjectNo. 106636001 8.13. Uplift and Special Design Considerations We recommend that the underground stmctures be designed to resist hydrostatic uphft in ac- cordance witii Figure 9. Altemative design measures for resisting the anticipated uplift pressure could include installation of vertical anchors, increasing mass by consttnctmg a thicker concrete mat foundation, or extendmg the foundation a selected distance outside the exterior walls of tiie storage tank (flanges). The resistmic^ uplift may tiien be taken as the sum ofthe weight ofthe storage tank and the w^^^oil wedge within tiie zone of in- fluence of tiie flanges shown on Figure 9. r 8.14. Preliminary Pave^ffiiD^iga^^ ^ We understand tiiat an aspM^^^^ access drive may be consttucted on the site. For planning purposes we ar^viding preliminary pavement designs. Laboratory testing was performed on a representative sample of tiie on-site soils to evaluate R-value. The test was m general accordance witii Califomia Test (CT) Method 301 and tiie resuh is presented in Appendix B. The test resuU indicates an R-value of 17 for tiie sample tested. We have used this value for tiie preliminary design of flexible pavements at tiie project site. Actual pave- ment recommendations should be based on R-value tests performed on bulk samples ofthe soils that are exposed at the finished subgrade elevations in tiie areas to be paved once grad- ing operations have been performed. For design puiposes, we have used Traffic hidex (TI) of 5.0 for parking areas and 6.0 for driveways. The preliminary recommended pavement sec- tions are as follows: Table 3 - Recommended Pavement Sections Area Parking Driveways R-Value 17 17 Traffic Index 5.0 6.0 Asphalt Concrete (inches) 3.0 4.0 Class 2 Aggregate Base (inches) 8.0 9.0 106636001 R.doc 19 CZI^.A'^C fr"-^^ ^'"'^^'^ Replacemem August 18,2009 Carlsbad, Califorma p^^.^^^ 106^36001 If ttBffic loads are diff-erent from tiiose assumed, tiie pavement design should be re- evaluated. In addition, we recommend tiiat the upper 12 inches of tiie subgrade and the Class 2 aggregate base be compacted to a relative compaction of 95 percent as evaluated by ASTMD 1557. We suggest that consideration be given to using Portland cement concrete (PCC) pavements in areas where dumpsters will be stored and wherer^^ will stop and load. Experi- ence indicates tiiat refiise tmck traffic cans^i^i^ta the uscfiti life of asphah concrete sections. We recommend-!Ek iA eUh thick PCC pavement witii a flexural strength of 600 ^^^vA^^ No. 3 bars, 18 inches on center, be placed over\8>4 expansive soil compacted in accor- dance witii the recommendaLy JekA under Compacted Fill. 8.15. Corrosion Laboratory testing was performed on representative samples ofthe on-site soils to evaluate pH and electtical resistivity, as well as chloride and sulfate contents. The pH and electrical resistivity tests were performed in accordance with CT 643 and the sulfate and chloride con- tent tests were performed in accordance with CT 417 and 422, respectively These laboratory test results are presented m Appendix B. The results ofthe corrosivity testing mdicated electrical resistivity values ranging from 600 to 2,140 ohm-cm, soil pH values ranging from 5.0 to 7.9, chloride content ranging from 185 to 360 parts per million (ppm) and sulfate content ranging from 0.025 to 0.033 percent (i.e., 250 to 330 ppm). Based on tiie Caltt-ans (2003) criteria, tiie project site is classified as corrosive, which is defined as a site having soils witii more tiian 500 ppm of chlorides, more than 0.2 percent sulfates or a pH less than 5.5. 8.16. Concrete Concrete in contact with soil or water tiiat contams high concentrations of soluble sulfates can be subject to chemical deterioration. Laboratory testing mdicated a sulfate content range 106636001 R.doc 20 Home Plant Sewer Lift Station Replacement . .^"J^fni^'-i^mi Carlsbad, Califomia P^°J^^^^^^^^^^^ of 0.025 to 0.033 percent for the tested samples, which is considered to represent a negligi- ble potential for sulfate attack (CBC, 2007). Altiiough tiie results of tiie sulfate tests were not significantiy high, due to the variability in the on-site soils and tfie potential future use of re- claimed water at the site, we recommend tiiat Type V cement be used for concrete sttiicttires in contact with soil. In addition, we recommend a water-to-cement ratio of no more tiian 0.45. We also recommend that 3 mches of concrete cov^ provided over reinforcing steel for cast-in-place stmctures in contact with site M>il<V»^ ^ In order to reduce the potential ^rf^nLg^S^ tHfeWcrete during curing, we rec- ommend tiiat for slabs-c^^^iJ\^c^d^ With a slump in accordance with Table 5.2.1 of Section 302^^^ Practice, "Floor and Slab Constmc- tion," or Table 2.2 of Section^3^R^^ of Concrete Practice, "Guide to Residential Cast-in-Place Concrete Construction." If a higher slump is needed for screening and levelmg, a super plasticizer is recommended to achieve tiie higher shimp without changing tiie required water-to-cement ratio. The slump should be checked periodically at the site prior to concrete placement. We also recommend tiiat crack control jomts bc provided in slabs in accordance with tiie recommendations of tiie stt^cttiral engmeer to reduce tiie potential for distress due to minor soil movement and concrete shrinkage. We fmfSn&r recommend tiiat concrete cover over reinforcing steel for slabs-on-grade and foundations be m acconiance witii CBC 1907.7. The stt^cttiral engineer should be consulted for additional concrete specifications. 8.17. Pre-Construction Conference We recommend that a pre-constt^ction meeting be held prior to commencement of grading. The owner or his representative, the agency representatives, tiie architect, tiie civil engineer, Ninyo & Moore, and the conttactor should be in attendance to discuss the plans, the project, and the proposed constmction schedule. 8.18. Plan Review and Construction Observation The conclusions and recommendations presented m tiiis report are based on analysis of ob- served conditions in widely spaced exploratory excavations. If conditions are found to vary 106636001 Kdoc 21 /4QQr?^ C^TI^HT Replacement August 18,2009 Carlsbad, Califomia p^^^^^ ^^^^^^^^ from tiiose described in tius report, Ninyo & Moore should be notified, and additional recom- mendations will be provided upon request. Ninyo & Moore should review tiie final project drawmgs and specifications prior to tiie commencement of constmction. Ninyo & Moore should perform tiie needed observation and testing services during constmction operations. The recommendations provided m tiiis report arc based on the assumption tiiat Ninyo & Moore will provide geotechnical observation aridJ^^^ifQyiccs during constmction. In the event that it is decided not to utilize tiie spic^T^^^ Moore during constmction, we request that tiie selected consult«Tt^iLi^^ (witii a copy to Ninyo & Moore) indicatmg tiiat tK^^^hA^ Mo^'s recommendations, and tiiat tiiey are in fitil agreement and recommendations contained in tiiis report. Constmction of pro^s^jJnH^ should be performed by qualified subcon- tractors utilizmg appropriate tdclutiques and consttiiction materials. 9. LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in tins geotechnical report have been conducted in general accordance witii current practice and tiie standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding tiie conclusions, recommendations, and opmions pre- sented in this report. There is no evaluation detailed enough to reveal every subsurface condhion. Variations may exist and conditions not observed or described m tiiis report may be encountered during consttiiction. Uncertamties relative to subsurface conditions can be reduced tiu-ough addi- tional subsurface exploration. Additional subsurface evaluation will be perfomied upon request. Please also note tiiat our evaluation was limited to assessment ofthe geotechnical aspects of tiie project, and did not include evaluation of sttoicttn-al issues, environmental concems, or tiie pres- ence of hazardous materials. This document is intended to be used only in its entirety No portion ofthe document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore 106636001 Rifcx 22 Home Plant Sewer Lift Station Replacement Carlsbad, Califomia August 18,2009 ProjectNo. 106636001 should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of tiiis document. This report is intended for design purposes only It does not provide sufficient data to prepare an accurate bid by contactors. It is suggested tiiat tiie bidders and tiieir geotechnical consultant per- form an independent evaluation of tiie subsurface conditions in the project areas. The independent evaluations may include, but not be lunited to, reviewss^<rffi^ reports prepared for tiie adjacent areas, site reconnaissance, and addjj^na\ej<^fa&9\and laboratory testing. Our conclusions, recommendati conditions. If geotechnical con our office should be notified, au' request. It should be understood analysis of tiie observed site ;scribed in this report are encoimtered, lendations, if warranted, will bc provided upon conditions of a site could change witii time as a resuU of natural processes or tiie activities of man at tiie subject site or nearby sites. In addition, changes to tiie applicable laws, regulations, codes, and standards of practice may occur due to govemment ac- tion or tiie broadenmg of knowledge. The findings of tiiis report may, tiiercfore, be invalidated over time, in part or in whole, by changes over vMch Ninyo & Moore has no controls. This report is mtendcd exclusively for use by the client. Any use or reuse ofthe fmdings, conclu- sions, and/or recommendations of tiiis report by parties otiier tiian the client is undertaken at said parties' sole risk. 106636001 R.doc 23 clZll^r rr''>'" '^"=P'^'"«°* August 18.2009 Carlsbad. California p,„j^, m63600l 10. REFERENCES American Concrete Institute (ACI). 2005, ACI 318-05 Building Code Requirements for Struc- tural Concrete and Commentary. Blake. T.F.. 2001, FRISKSP (Version 4.00). A Computer Program for the ProbabiUstic Estima- tion of Peak Acceleration and Unifonn Hazard Spectra Using 3-D Faults as Earthquake oources. Califoniia Building Standards Commission, 2007, CaliWal^uilding Code, Titie 24 Part 2 Volumes 1 and 2. f^^'y^^ \ ' ' Califomia Geological Survey, 1998, I^P*^K£X\C^ Zones m Califomia and Adjacent Portions oHi^a^iIatamAtib^^ Officials. Califomia Geological Survey, b^^ic^ Maps of Califomia: Map Sheet 48. Califoniia Geological Survey 2i^^ and Mitigating Seismic Hazards in Califorma, Special Pubhc^oriL!7>cr Caltrans, 2003, Corrosion Guidelines: dated September. ^'^^o^^^f' ^' ^" ^^wshandel, B., Branum, D., and Wills, C. J., 2003. The Revised 2002 California Probabilistic Seismic Hazard Maps: dated June. Hart, E^W, and Bryant, W.A.. 1997. Fault-Ruptture Hazard Zones in Califomia, Alquist-Priolo Earthquake FauU Zoning Act witii Index to Earthquake Fauh Zone Maps: Califomia Geo- logical Survey, Special Publication 42, witii Supplements 1 and 2 added in 1999. Kennedy, M.R. and Tan, S.S., 2005, Geologic Map of tiie Oceanside 30' x 60' Quadr^gle Cah- fomia; California Geological Survey, Regional Geologic Map Series, Scale 1:100,000. Legg, MR., Borrero, J.C., and Synolakis, C.E., 2003, Evaluation of Tsunami Risk to Soutiiem Cali- fornia Coastal Cities, Earthquake Engmeering Research Instittrte, 2002 NEHRP Professional Fellowship Report Ninyo & Moore, In-house proprietary information. Norris, R.M., and Webb, R.W., 1990, Geology of California, Second Edition: John A^lley & Sons, hic. Public Works Standards, Lie.. 2006, "Gie«ibook.» Standard Specifications for Public Works Constmction. Tan, S.S. and Kennedy. M.P. 1996, Geologic Maps of tiie Northwestem Part of San Diego County. California; Califomia Geological Survey, Open File Report 96-02. Treiman J.A., 1993. TTie Rose Canyon Fauh Zone, Soutiiem Califomia: Califomia Geological Survey, Open-File Report 93-02. ^ United States Department of tiie Interior. Bureau of Reclamation, 1998, Engmeering Geology IO66360O] RifeK 24 lingo Home Plant Sewer Lift station Replacement Carlsbad, Califomia ^^i^' No. 106636001 United States Geological Survey (USGS), 1968 (Photorevised 1975). San Luis Rey Quadrangle, 7.5 Minute Series Topographic Map, San Diego County, Califorma: scale 1:24,000. United States Geological Survey/California Geological Survey (USGS/CGS), 2002 Revised April 2003), Probabilistic Seismic Hazards Assessment (PSHA) Model, World Wide Web, http-7/www.consrv.ca.gov/CGS/rghm/pshaman/p^iamam.htnl. United States Geological Survey, 2008 Ground Motion Parameter Calculator v 5.0.9, Worid Wide Web, http://eartiiquake.usgs.gov/research/hazmags/design/. AERIAL PHOTOGR^ Scale Source Date fl&|it\ \ Numbers Scale USDA 1 5/2/1953 d^^WiVm. p \r9&20 1:20,000 106636001 udoc 25 -'Jmi^^l »i NOTE; MX D»«rm3N8,D«ECTK3f« ANO LOCATIONS ARE APPROXIMATE O I UyenandUeiHM^ R L07-S-1» PROJECTNO. DATE 106636001 SITE LOCATION MAP FIGIME HOME PLANT SEWER LfFT STATKW REPLACEfylENT PROJECT CARLSBAD. CALFORhHA LEGEND CALIFORNIA FAULT ACTIVITY HISTORICALLY ACTIVE HOLOCENE ACTIVE LATE QUATERNARY (POTENTIALLY ACTIVE) QUATERNARY (POTENTIALLY ACTIVE) STATE/COUNTY BOUNDARY SOURCE: FAULTS - CA DEPT OF CONSERVATION, 2000; BASE - ESRI, 2008 N A NOTES: ALL DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE APPROXIMATE SCALE 25 50 MILES FAULT LOCATION MAP FIGURE PROJECT NO. DATE HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT 3 106636001 8/09 CARLSBAD, CALIFORNIA 3 GROUND SURFACE + H 12 INCHES OR MORE NOTES: ACTIVE LATERAL EAFVTH PRESSURE. Pg Pa, = 40Hpsl: Pa2-Pai + 19(H-h)p9f CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, Pg 120paf HYDROSTATIC PRESSURE. Pv,=6Z4 (H - h) paf PASSIVE LATERAL EARTH PRESSURE. Pp Pp = 360 D paf ABOVE GROUNCWATER P„ = 173 D pef BELOW GROl^WATER P SURCHARGES FROM EXCAVATED SOIL OR CONSTRUCTKDN MATERIALS W« NOT INCLUDED H,h AND DARE IN FEET GROUNDWATER TABLE NOr TO SCAi-f PROJECT NO. 106636001 DATE 8/09 LATERAL EARTH PRESSURES FOR TEMPORARY CANTILEVERED SHORING BELOW GROUNDWATER FIGURE HOMEPLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD, CALIFORNIA SHORING &mfm SURFACE hi ho H 12 INCHES OR MORE NOT TO SCAIE NOTES: APPARENT UTERAL EARTH PRESSURES, P.,AND P„„ Pa,=^Hpsf ^ "2 FI2 => 12.5 H psf CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE P. Ps = 120pd ' • WATER PRESSURE.?^ P^" 62.4 hj psf PASSIVE PRESSURE, Pp Pp - 360 D psf ABOVE GROUNDWATER Pp = 173 D pel BELOW (a=IOUNDWATER SURCHARGES FROM EXCAVATED SOIL OR CONSTRUCTION MATERIALS ARE NOT INCLUDED H.h,.h2 AND DARE IN FEET -|L GFCUNDWATER TABLE UTERAL EARTH PRESSURES FOR BRACED EXCAVATION BELOW GROUNDWATER (GRANUUR SOIL) FIGURE 5 PROJECTNO. DATE HOMEPLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD, CALIFORNIA FIGURE 5 106636001 8/09 HOMEPLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD, CALIFORNIA FIGURE 5 GROUND SURFACE- THRUST BLOCK \\ I \ \ \ Ppi \ d (VARIES) D (VARIES) Pp2 - NOT TO SCALE NOTES: GROUNDWATER BELOW BLOCK Pp= 180 (DV) to/ft GROUNDWATER ABOVE BLOCK Pp-1.5 (D-d)[124.8h-1-60 (D-KJ)] Id/It ASSUMES BACKFILL IS QRANlX>fl MATERIAL ASSUMES THRUST BLOCK IS ADJACENT TO COMPETENT MATERIAL D. d AND h ARE N FEET GROUNCWVATER TABLE THRUST BLOCK LATERAL EARTH PRESSURE DIAGRAM FIGURE 6 PROJECT NO. DATE HOMEPLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORNIA FIGURE 6 106636001 8/09 HOMEPLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORNIA FIGURE 6 SOIL BACKFILL COMPACTED TO 90% RELATIVE COMPACTION * RETAINING WALL- 3/4-lNCH OPEN-GRADED GRAVEL WRAPPED IN AN APPROVED GEOFABRIC. WALL FOOTING- 4-INCH-DIAMETER PERFORATED SCHEDULE 40 PVC PIPE OR EQUIVALENT INSTALLED WITH PERFORATIONS DOWN; 1 % GRADIENT OR MORE TO A SUITABLE OUTLET •BASED ON ASTM DI 557 NOT TO SCAL£ NOTE AS AN ALTERNATIVE, AN APPROVED GEOCOMPOSITE DRAIN SYSTEM MAY BE USED yyioora RETAINING WALL DRAINAGE DETAIL FIGURE 7 PROJECT NO. DATE HOMEPLANT SEVVER LIFT STATION REPLACEMENT PROJECT CARLSBAD, CALIFORNIA FIGURE 7 106636001 8/09 HOMEPLANT SEVVER LIFT STATION REPLACEMENT PROJECT CARLSBAD, CALIFORNIA FIGURE 7 UNDERGROUND STRUCTURE FINISHED GRADE UPLIFT PRESSURE STATIC PRESSURE WATER PRESSURE DYNAMIC PRESSURE Nor ro scAtf NOTES: 1. APPARENT LATERAL EARTH PRESSURES. PQI AND P02 Poi=60hiP«f F^=! 60 hi + ZShjpsf 2. WATER PRESSl*1E.Pw P„ « 62.4 hj psf 3- DYNAMIC LATERAL EARTH PRESSURE IS BASED ON A PEAK GflOLMD /WDCELERATION OF 0.35 g « 14 H psf 4. UPLIR PRESSURE, Py Pu =x 62.4 hj psf 5 SUfCHARQE PRESSURES CAUSED BY VEHICLES OR NEARBY STHUCTUFCS ARE NOT INCLUt^D e. H, hi mo hj ARE IN FEET 7. X GROUNDWATER TABLE LATERAL EARTH PRESSURES FOR UNDERGROUND STRUCTURES FIGURE PROJECT NO. DATE HOMEPLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD, CALIFORNIA 8 106636001 8/09 HOMEPLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD, CALIFORNIA UNDERGROUND STRUCTURE HNISHED GRADE SOIL WEDGE A 20' I T 1 RESISTANCE TO UPLIFT = WEIGHT OF STRUCTURE + WEIGHT OF SOIL V\/EDGE A NOTES: S NOT TO SCALE 1. UNIT WEIGHT OF SOILS. 7 OR 7b 7 = ia) pcf ABOVE GROUNCWATER TABLE 7b = 57.6 pcf BELOW GROUNDWATER TABLE 2. UPUFT PRESSURE. Pu fl, - 62.4 psf 3. H,2,h,AN0h2AREINFEET 4. J[_ GROUNDWATER TABLE UPLIFT RESISTANCE DIAGRAM FOR UNDERGROUND STRUCTURES FIGURE 9 PROJECT NO. DATE HOMEPLANT SEWER LIFT STATION REPLACEMENT PROECT CARLSBAD, CALIFORNIA FIGURE 9 106636001 8A)9 HOMEPLANT SEWER LIFT STATION REPLACEMENT PROECT CARLSBAD, CALIFORNIA FIGURE 9 Home Plant Sewer Lift Station Replacement Carlsbad, Califomia August 18,2009 ProjectNo. 106636001 APPENDIX A BORING LOGS Field Procedure for the Collcctioii of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials wej tions. The samples were bagged and transp^edio tl Sailed from the exploratory excava- atory for testing. Thc Standard Penetration Test Salvia: \ . x x \ _v v r A A Diit^^b^ddri^rS^J^ Vmeans of a Standard Penetra- tion Test sampler. The s^^pi: %OB^ barrel with an external diameter of 2 mches and an unlined in\eM aiWi)^^ The sampler was dnvwi mto the ground 12 to 18 inches withWoUiAdTammer free-falling from a height of 30 mches m general accordance with AST^1586. The blow counts were recorded for every 6 inches of penetration; thc blow counts reported on the logs are those for the last 12 inches of penetration. Soil samples were observed and removed from the sampler, bagged, sealed and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in thc field using the following methods. The Modified Snlit-Barrel Drive Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-mch long, thm brass nngs with inside diameters of approximately 2.4 inches. The sample barrel was driven mto the ground with the weight of the hammer of the drill rig in general accordance with ASTM D 3550. The driving weight was permitted to faU freely. The approximate length of the fall, the weight of the hammer, and the number of blows per foot of driving are presented on the bonng logs as an m- dex to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. 106636001 R.doc BORING LOG EXPLANATION SHEET 15 xx/xx 9 MocKM spUt'lMurcl drive umipi^. Ho recovery with tno^fied sfi^-benet drive sampler. Sempte retimed otiiers. StsB^d PenetntfloB Test (SPT). No recovery witli a SPT. Shel^ tube s«e^)e. Distence pushed in inches^i^ ot stR^>le recovered tnim^. No recovery wHh Shelby tube sampler. CiMMi»u(»it Push Sw^te. Seepi^e. Ckmmdvnter enooiNMifed durlAg filing. Or(MndwiterRim»ed after drM^ i: SM SdM Ui» denotes unit e^mge. AttttiMtes: ^Sce^ h: BtMm% e: Contact ;|:loim I: Fractiffe F: Fauk es: Oay Seam s: Shear tiss: Basal SIkie Surfiiee si; Shear Fr»:twre sz: Shev Z^e sbs: Sheared Bedding S^ftce The total cto^ tine ts a si^itf Kne t»t is drawnitf the bottom ofme borii^. iORINQLOO tmAKAT^ or BOMNQ LOO S YfcttOU GAYI : iuv.dw U.S.C.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES Well graded gravels or gravel-sand mixtures, little or no fines GW GRAVELS (More than 1/2 of coarse fraction > No. 4 sieve size) GM Silty gravels, gravel-sand-silt mixtures SANDS (More than 1/2 of coarse fraction <No. 4 sieve size) Poorly graded gravels or gravcl-sand mixtures, little or no fines SW Clayey gravels, gravel-sand-clay mixtures Well graded sands or gravelly sands, little or no fines SP Poorly graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with SILTS & CLAYS Liquid Limit <50 Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, siltv clays, lean Organic silts and organic silty clays of low plasticity SILTS & CLAYS Liquid Limit >50 MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silty clays, organic sihs HIGHLY ORGANIC SOILS Ft Peat and other highly organic soils GRAIN SIZE CHART CLASSIFICATION RANGE OF GRAIN SIZE CLASSIFICATION U.S. Standard Sieve Size Grain Size In Miltimetcrs BOULDERS Above 12" Above 305 COBBLES 12" to 3" 305 to 76.2 GRAVEL Coarse Fine 3" to No. 4 3" to 3/4- 3/4" to No. 4 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 SAND Coarse Mtdiiiin Fine No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 4.76 to 0.075 4.76 to 2 00 2.00 to 0.420 0.420 to 0.075 SILT & CLAY Below No. 200 Bckjw 0.075 PLASTICITY CHART / / CM / CL MH .OH / CL-M ML tOL ] 2C 30 40 SO SO 70 UQuro UMnr(LL), % U.S.C.S. METHOD OF SOIL CLASSIFICATION uses SaA aauirication Updated Nov, 2004 2 oa UJ oe: O a ? z UJ o 2 z o o DATE DRILLED 7/17/09 BORING NO. B-l GROUND ELEVATION 28'± (MSL) SHEET 1 OF METHOD OF DRILLING 6" EHMictcr Honow^tem Auger (CME-75) (Baja Explorations! DRIVE WEIGHT I401bs. (Auto-Trip Hammer) DROP 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY Rl DESCRiPTlON/lNTERPRETATIQM 28 5.8 109.9 56 4.1 104.4 38 86/8" SM E!LU SM SO I^ight oFve gray, molit, vcrylcnse, clayey"fmc"^ANDr SM Brown, damp, medium dense, silty fine to medium SAND; few to little gravel and constructi(Hi debris. Chunk oflight gray, fine- to medium-grained sandstone in sampler shoe. Trace clay. OLD PARALIC DEPOSITS- Light gray to brown, damp, dense, sihy fine SAND; cohesionless. '@it graySfTbrown, moist, very dense, sfltyTine^AND. Gray; with clay. BORING LOG HOME Puuft SEWER LIFT STATION REPLACEMENT PROJECT" CARLSBAD. CALIFORNIA PROJECTNO. 106636001 DATE 8/09 FIGURE A-1 DATE DRILLED 7/17/09 BORING NO. B-1 GROUND ELEVATION 28'± (MSL) SHEET OF METHOD OF DRILLING 6" Diameter Hollow-Stem Auger (CME-75) (Ba}« Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30;:— SAMPLEDBY MAH LOGGED BY MAH REVIEWED BY W DESCRIPTION/INTERPRETATION OLD PAKALIC DEPOSm; (Continued) Gray, moist, very dense, clayey fine to medium SANU. SANTIAGO FORMATION: ^ . ^ ^,^,^o'r^xTr: Light grayish brown, moist, weakly cemented, silty fine-grained SANDSTONE. -Wv^^rmolit,weik^remeHt<^,^ayeyffie-grainea~SATO^ moderately cemented sandstone. Wet. ~ DRVr^y, wet to saturated, wealcly mdurated, sandy CLAYSTONE. BORING LOG HOME PLANT SEWER LIFT STATION REPLACEMENT PROJEa CARLOAD. CALIFORNIA PROJECT NO. 106636001 DATE 8/09 RGURE A-2 J a. UJ 1^ ° 1 ICD GQ tr z UJ a a ir CO to-; O DATE DRILLED 7/17/09 BORING NO. B-I GROUND ELEVATION 28'± (MSL) SHEET OF METHOD OF DRILLING 6" Diameter Honow-Stem Auger (CME.75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY RI DESCRtPTION/INTERPRgTATinM 45 50- 55 SANTIAGO FopMAn^^N; (Continued) Li^t gray to brown, wet to saturated, moderately cemented, clayey fine- to medium- bramed SANDSTONE. Total Depth = 40.5 feet ~ — — Groundwater measured at a depth of approximately 26 feet after completion of drilling Backfilled wrth approximately 8 cubic feet of grout shortly after drilling on 7/17/09. Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG HOME PLANT SEWER UFT STA HON REPLACEMENT PROJKT CARLSBAD, CALIFCWnA PROJECT NO. 1066360QI DATE 8/09 RGURE A-3 00 10 15 o o CD Hi OL H O 24 50 1 JSL w z Ul a a DATE DRILLED 7/17/09 BORING NO. B-2 z O F . O GROUND ELEVATION 31't (MSL) SHEET OF METHOD OF DRILUNG 6" Diameter Hollow-Stem Auger (CME-75) (Ba^a Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30^; SAMPLED BY MAH LOGGED BY MAH REVIEWED BY RI DESCRIPTION/INTERPRETATION JM LB SPHALT CONCRETE; pproximately 3 inches thick. 10.4 I [BASE: ^pproxim^ely 10 inches thick. I FILL' Bww\, moist, stiff, sandy CLAY; few scattered gravel (up to 2 inches in diameter). Q^/i I m n PAR AT .TC DEPOSITS: • ^- QAwn Brown to reddish brown, moist, medium dense, silty fine to medium SAND. 103.4 8.0 52 112.7 -3-p75]^-|ti'PirgrayTsFrbro>TOrmoisT Hcnse, pooTIy graded'SAND witR sflt; nucaccous; cohesionless. U.i Light gray; very dense; trace clay and fine gravel (approximately 1/2-inch in diameter). BORING LOG HOME PLANT SEWER LIFT STATION RlPLACEMaTT PROJECT C/aU.SBAD, CALffORNIA PROJECT NO. 106636001 DATE 8/09 FIGURE A-4 CO 1 I Si a m J 8 00 Z O y o O DATE DRILLED 7/17/09 BORING NO. B-2 GROUND ELEVATION 31'±(MSL) SHEET OF METHOD OF DRILLING 6" Diameter Hollow-Siem Auger (CME-75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30' SAMPUD BY MAH LOGGED BY MAH REVIEWED BY DESCRIPTION/INTERPRETATIOM RI 82/9" 25 30 1 68 35 SANTIAGO FORMATION- Light gray moist, weakly cemented, silty fine- to medium-grained SANDSTONE- trace clay; friable. ' Medium gray, moiit to wet, weakly indurated; fihFsBay^LAYST(5NE. Saturated. tolM-own. saturate, weakly ceSeme^.TiltyUnc^ toFo^T-^ame-a SANDSTONE; trace fine gravel (approximately 1/2-mch in diameter). BORING LOG HOME PLAffT SEWER LIFT STATION REPLACEKffiNT PR6/ECT CARLSBAD, CALIFORNIA PROJECTNO. 106636001 DATE 8/09 FK3URE A-5 CO UJ a. Ui D 'W CO J O o o CQ UJ a: O 2 CO z Ui o D o CQ s > CO z O h- . y o 50/6" rn DATE DRILLED 7/17/09 BORING NO. B-2 GROUND ELEVATION 31'± (MSL) SHEET OF METHOD OF DRILLING 6" Diameter Holtow-Stem Auger (CME.75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP ^ 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY RL DESCRIPTION/INTERPRETATION SANTIAGO FORMATION: (Continued) iGrayish brown, moist to wet, weakly cemented, silty fine- to coarse-gramed SANDSTONE. — 'otal Depth = 40.5 teet. Groundwater encountered at a depth of approximately 28 feet during drillmg. Backfilled with approximately 8 cubic feet of grout and patched with concrete shortly after drillmg on 7/17/09. Note: Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report. 45 50 55 H 60 BORING LOG HOME PLANT SEWER LIFT STATION RH^ACEMENT PROJECT C/UOSBAD, CALIFORNLA PROJECT NO. 106636001 DATE 8/09 FIGURE A-6 o o UJ ct: ZD I-S2 O 2 CO z UJ Q z o 5 • y o l^&rCO O DATE DRILLED 7/2(y09 BORING NO. B-3 GROUND ELEVATION 31'±(MSL) SHEET OF METHOD OF DRILLING 6" Diameter Hollow-Stem Auger (CME-75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY ^Rl DESCRIPTIOWINTERPRETATIQN 50 11.0 130.4 10 T 36 7.7 107.4 13 I 50/5" 8.3 108.6 SM ElLLi Brown, damp, medium dense, silty SAND; few scattered gravel and pieces of brick. Trace clay. SM OLDPARAurnPPnsTTR Reddish brown to brown (mottled), moist, dense, sihy fine SAND. SP-SM Lipit reddTsfrbrown, moist, m^him"aense, poorly ^aed"SSl^"withTilt Light gray; very dense; sihy. BORING LOG HOME PLANT SEWER LOT STATION REPLACEMENT HlOJECT CARLfflAD. CALIFORNIA PROJECT NO. 106636001 DATE 8/09 FIGl^E A-7 "20- CO CO UJ CO O 2 f 25 30 35 84/1 r 73/3" 50/6" ML CO Ijll It lip Hi z O P . y o CO -; o DATE DRILLED 7/20/09 BORING NO. B-3 GROUND ELEVATION 31'± (MSL) SHEET OF ill! 111! IP! ilii ill 1 SM OLD PARALIC DEPOSITS: (Continued) \Light gray, moist, very dense, silty fine SAND. SANTD^GO FORMATION: . ^ Olive gray, moist to wet, weakly to moderately cemented, silty fine-grained SANDSTONE; trace clay. METHOD OF DRILLING 6" Diameter HoUow-Stem Auger (CME-75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hanamer) DROP 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY _ Rl DESCRIPTION/INTERPRETATION Light gray; fine- to coarse-grained. Clayey. BORING LOG HOME PLANT SWffER LIFT STATKJN REPLACEMENT PROJECT CARLSBAD, CAL1FC«N1A PROJECT NO. 106636001 DATE 8/09 HGORE A-8 CO a. Ui o O O 3 oo UJ DC ? CO o 2 c: o a z >- OC Q ffi CO z o b • CO -3 o DATE DRILLED 7/20/09 BORING NO. B.3 GROUND ELEVATION 3r±(MSL) SHEET OF METHOD OF DRILLING 6" Diameter HoUow-Stem Auger (CME-75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY Ri DESCRIPTIOWiNTERPRETATIQM 71/10" SANTIAGO FORMATTQN; (Continued) 45 50 55- Light olive gray, moist, moderately cemented, silty fine- to medium-grained SANDSTONE. ^ Total Depth = 41.3 feeL ~ — Groundwater measured at a depth of approximately 23 feet after completion of drilling Backfilled with approximately 8 cubic feet of grout shortly after drilling on 7/20/09. N<2ts: Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report. I BORING LOG HOftffi PLANT SEWIR LOFT STATION REPLACEMENT PRbJECt CARLfflAD. CALIFORNIA PROJECTNO. 106636001 DATE 8/09 FIGURE A-9 DATE DRILLED 7/20/09 BORING NO. B-4 GROUND ELEVATION 29* ± (MSL) SHEET 1 OF METHOD OF DRILLING 6" Diameter Hollow-Stem Auger (CME-75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY W_ DESCRIPTION/INTERPRETATION Light brown, dry to damp, medium dense, silty SAND; trace clay; trace gravel (approximately 1 inch in diameter). TOPSQiyCOLLUVIVM: Brown to reddish brown, damp to moist, medium dense, silty tine bAND. m n PARALIC DEPOSITS: v,.^„c. Light gray to brown, damp to moist, medium dense to dense, silty fine SAND; micaceous, chunk of clay ui sampler shoe. Light brown; moist; very dense; slight cementation. BORING LOG HOME PLANT SEWER LIFT STATK)N REWACEMENT PROJECT CARLSBAD. CALIFORNIA PROJECTNO. 106636001 DATE 8/09 FIGURE A-10 25--J f 39 n "I n -mm mmm NO. OF PRfViWB^ W»t>€Ail»>mHwe^ DROP Kf iMiii^veiy Asi^l^iBetomedliiiiiSAHD. pt^ tm wmm, mmtai, ^teOsfy cemented, stt^r Itee- to eoarM-frabed Dlffietih drttling. L%irt hrown; ^i^ufy ch^^. f!ftili:ipftif.,faf[t'titltHtA CO UJ Hi O o u. O -I CO Ui VC ? CO o 2 CO z UJ o >-o: o CO z o CO DATE DRILLED 7/20/09 BORING NO. B-4 GROUND ELEVATION 29* ± (MSL) SHEET OF METHOD OF DRILLING 6" Diameter Hollow-Stem Auger (CME-75) (Baja Explorations) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30;; SAMPLED BY MAH LOGGED BY MAH REVIEWED BY RI_ • DESCRIPTION/INTERPRETATION 76 45 50- 55 SANTIAGO FORMATION: (Contuiued) • . Light brownish gray, saturated, weakly cemented, fine- to coarse-gramed silty f ANDSTONE: trace clay. — otal Depth = 41 feet , Groundwater encountered at a depth of approximately 30.6 feet dunng dnllmg. Backfilled with approximately 8 cubic feet of grout shortly after drilling on 7/20/09. Note: Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG HOME PLANT SEWER LIFT STATKW REPLACEMENT PROJECT CARLSBAD. CALffC«MA PROJECT NO. 106636001 DATE 8/09 FIGURE A-12 Home Plant Sewer Lift Station Replacement August 18,2009 Carlsbad, Califomia Project No. 106636001 APPENDIX B LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification Sy^em in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory excavations in Appendix A. In-Place Moisture and Density Teste The moisture content and dry density of relafeii^lyWiiS^^ obtained from the ex- ploratory excavations were evaluated in^erkl abc^^^ ^skNASTM D 2937. The test results are presented on the logs of theeJtploteto^ Vo^W^n^ ijAppdndix A Gradation Analyses Gradation analyses tests were ^rVo^\i^S^ed'^epresentative soil samples in general ac- cordance with ASTM D 422 an^^dlT^^ 1140. A grain-size distribution curve is shown on Figures B-1 through B-4. The testWlts were utilized in evaluating the soil classification in ac- cordance with the Unified Soil Classification System. Direct Shear Tc^t A Direct shear test was performed on an undisturbed sample in general accordance with ASTM D 3080 to evaluate the shear strength characteristics ofthe selected material. The sample was mundated during shearing to represent adverse field conditions. The results are shown on Figure B-5. Expansion Index Test The expansion index of selected material was evaluated in general accordance with Unifonn Buildmg Code Standard No. 18-2 (ASTM D 4829). A specimen was molded under a specified compactive energy at approximately 50 percent saturation (plus or minus 1 percent) The pre- pared 1-mch thick by 4-inch diameter specimen was loaded with a surcharge of 144 pounds per square foot and was inundated with tap water. Readings of volumetric swell were made for a pe- nod of 24 hours. The results of the test are presented on Figure B-6. Soil Corrosivity Tests ^resistivity tests were perfonned on representative samples in general accordance oi^o Vt^ ""^T^^ "^""^^^ ""^^^ ^^^^^"^ '^P^^s evaluated in general accordance "^lu ^J.r^'P® ^""^^^^^ °^'^^^^^ '^P^^s evaluated in general accordance with C1 417. The test results are presented on Figure B-7. R-Value The resistance value, or R-value, for site soils was evaluated in general accordance with CT 301 Samples were prepared and evaluated for exudation pressure and expansion pressure. The equi- libnum R-value is reported as the lesser or more conservative ofthe two calculated results The test results are shown on Figure B-8. I06<S36001 ltdoc GRAVEL SAND FINES Coarse | Fbw Coarse J Me(flum 1 Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS y 7 1V4" r%" H-K- 4 8 16 30 50 100 200 HYDROMETER Q. 0.00O1 100 GRAIN SIZE IN MILLIMETERS Symbol Sample Locatton (ft) Liquid Limit Plastic Lim'rt Plasticity Index D,o Dao Deo Cu Cc Passing No. 200 (%) USCS • B-1 5.0^.5 -------13 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 PROJECTNO. 106636001 DATE 8/09 GRADATION TEST RESULTS HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORWA FIGURE B-1 ia683C001 SIEVe B-1 <S SM Sjdi GRAVEL 1 SAND FmES Coarse | Fine Coarse 1 Medum { Fine SB-T 1 CLAY 100.0 90.0 60.0 70.0 60.0 30.0 4aa aao 20.0 lao U.S. STANDARD SIEVE NUMBERS r 2- 1%" V %- 4 8 18 30 50 100 200 HYDROMETER 0.0 1 100 10 0-1 001 GRAIN SIZE IN MILLIMETERS aooi 0.0001 Symbol Sample Locsrtion Depth m Liquid Umit Plastic Limit Plasticity Index c. Cc Passing No. 200 (%) USCS • B-2 10.0-11.5 -------12 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 GRADATION TEST RESULTS FIGURE B-2 PROJECTNO. DATE HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORNIA FIGURE B-2 106636001 8/D9 HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORNIA FIGURE B-2 FINES Coarae j FbTe 1 Coarse| Mc<ium 1 Sa.T 1 CLAY u.s 3" T V/f 1" STANDARD SIEVE NUMBERS ^. 4 g 16 30 SO 10O HYDROMETER z u. UJ Q. GRAIN SIZE IN MILLIMETERS Syrr^ol Sample Location Depth («) Liquid Limit Plastic Umtt Plasticity Index Dio Dao c„ Ce Passing No. 200 (%) uses • B-3 10.0-11.5 --~ 0.05 0.36 0.73 14.6 3.6 11 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 GRADATION TEST RESULTS FIGURE 1 PROJECT NO. DATE HOME PLANT SEWER LffT STATION REPLACEMENT PROJECT B-3 1 106638001 8/09 CARLSBAD. CALIFORNIA B-3 106O8001 SeVE fro e 10.0-11i.ll* GRAVEL SAND FINES Coarse | Fine Coarse| MecRum { Fine SILT 1 CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 0.01 OOOI 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Location Depth (ft) Liquid Limit Plastic LimH Plasticity Index Dio DM DM c„ Cc Passhg No. 200 1%) USCS • B-4 20.0-20.5 --------23 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 GRADATION TEST RESULTS FIGURE B-4 PROJECT NO. DATE HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORNIA FIGURE B-4 106636001 8/09 HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORNIA FIGURE B-4 100630001 SIEVE B-4 « SO.O-JQiSjdt 4000 3000 LL. CO CO CO UJ OC I-co D:: ss I CO 2000 1000 1 * y y y y y y y^ I 1000 2000 3000 NORMAL STRESS (PSF) 4000 Description Symtjol Sample Location Depth (ft) Shear Strength Cohesion, c (psf) Friction Angle, ^ (degrees) Soil Type Silty SAND B-2 5.0-6.5 Peak 200 38 SM Silty SAND B-2 5.0-6.5 Peak 200 38 SM Silty SAND - -X - -B-2 5.0-6.5 Ultimate 20 31 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 PROJECT NO. 106836001 DATE 8/09 DIRECT SHEAR TEST RESULTS HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT CARLSBAD. CALIFORNIA FIGURE B-5 10663S001 SHEAR B-2 @ 5.0-6 5 xls SAMPLE LOCATION SAMPLE DEPTH (FT) 1.0-5.0 INITIAL MOISTURE (%) 9.0 COMPACTED DRY DENSITY (PCF) 113.5 FINAL MOISTURE (%) 15.7 VOLUMETRIC SWELL (IN) 0.000 EXPANSION INDEX POTENTIAL EXPANSION Very Low PERFORMED IN GENERAL ACCORDANCE WITH • UBC STANDARD 18-2 • ASTM D 4829 EXPANSION INDEX TEST RESULTS FIGURE B-6 PROJECTNO. DATE HOME PLANT SEWER UFT STATION REPLACEMENT PROJECT CARLSBAD, CALff^ORNIA FIGURE B-6 106636001 HOME PLANT SEWER UFT STATION REPLACEMENT PROJECT CARLSBAD, CALff^ORNIA FIGURE B-6 106636001 El Pag* Lxb SAMPLE LOCATION SAMPLE DEPTH (FT) RESISTIVITY' (Ohm-cm) SULFATE CONTENT' (ppm) (%) CHLORIDE CONTENT' (ppm) B-2 B-3 1.0-4.5 25.0-25./ 3 7.9 5.0 2.140 600 330 250 0.033 0.025 185 360 ^ PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 ' PERFORMED IN GENERAL ACCORD/\NCE WITH CALIFORNIA TEST METHOD 417 ' PERFORMED IN GENERAL ACCORDANCE WITH CAUFORNIA TEST METHOD 422 CORROSIVITY TEST RESULTS FIGURE PROJECT NO. DATE HOME PLANT SEWER LIFT STATION REPLACEMENT PROJECT B-7 1 106636001 8/09 CARLSBAD. CAUFORNIA B-7 106638001 CORROSIVtTY Page l.xis SAMPLE LOCATION SAMPLE DEPTH (FT) SOIL TYPE R-VALUE B-2 1.0-4.5 Sandy CLAY (CL) 17 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2844/CT 301 R-VALUE TEST RESULTS FIGURE B-8 PROJECT NO. DATE HOME PLANT SEWER UFT STATION REPUCEMENT PROJECT CARLSBAD, CALIFORNIA FIGURE B-8 106636001 8/09 HOME PLANT SEWER UFT STATION REPUCEMENT PROJECT CARLSBAD, CALIFORNIA FIGURE B-8 106636001 R-VAUJE Pag* Lxk APPENDIX B POTHOLE REPORT February 8, 2011 Mr. Michael Pollard PSOMAS 4455 Murphy Canyon Rd., Suite 200 San Diego, CA 92123 Dear Mr. Pollard; I would like to thank you for choosing Underground Solutions, Inc. to perform the utility locating for your project. The following report details our findings for the pothole locations identified bv your company. ' We are constantly looking to our customers for improvements to our reporting Any comments or suggestions to improve the quality of this report would be appreciated. At Underground Solutions we strive to provide the most professional state-of-the-art service This IS achieved by our top-of the line equipment and professional field team. We look forward to a continuing working relationship with you and your firm. Sincerely, President Underground Solutions, Inc. UNDERGROUND SOLUTIONS UiTcerground Solutions. Inc. UNDERGROUND SOLUTIONS Underground Solutions, Inc. Pothole Summary Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 # Station Utility Top Bottom Size Type Distance Direction 01 T 4.060 ft 5.300 ft 1.00x1.00 Encasement 15.00ft North-South 02 Storm Drain 6.760 ft 12.000 ft 66 in RCP 11.20ft North-South 03 Storm Drain 7.700 ft 11.800 ft 48 in RCp 3.30ft North-South 04-A E 3.000 ft 5.000 ft 2.00x2.00 Encasement -2.70ft North-South 04-B T 3.000 ft 3.640 ft 4 in (4) PVC Pkg -0.60ft North-South 05 F/0 0.600 ft 3.400 ft 2.00x3.00 Encasement 5.70ft North-South I! CONSTRUCTION NOTES: FOR TRENCH SECTON. StS 2. COHTRACTORISREQUIReD TO POTHOLE ALL UnUTIES IN STATE ST. PRIOR TO TUNNEUNG SEWER DATA TABLE: (W.TVBRS Morns LENCtH DESCRIPTION • DRAIN LME so.Br M.rs-rORAINUNE NM-WTE tTJT rORAINLnE Ni4'4n3^ rHOPESSFM ^•^t'O0'JS jeo.oor rHOPESSFM -ni ANNULAR SPACE W/ CUWTE SANO. OUNtTE CONC. OR PRESSURE CONt (nP) POLYEnmHtt CASIN6 SPACERS. SPACmC PER MANirACTUROrS IKQU»EMENTS ^2* STEEL CASma MM. l/r WALL IMCKNESS MICROTUNNEL SECTION " II SMOHamnKPumion || 6* UNDERGROUND SOLUTIONS IfcTdercp-ound Sdixions. Inc. Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pothole # 01 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction T 4.060 ft 5.300 ft ^-00x1.0 Encasement 15.00ft North-South Comments Operator Ryan Lemen Technician Peter Noriega Vehicle ID USI 5 Field Log # 5512 Log Date 2/4/2011 Soil Type Clay Asphalt Depth 1.2 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo Pothole # 01 The data on this report is intended for informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underqround Soludom. he. (M^ Wissio I C.5o tje l««d. .S,uiie Wi. S^in Okxp. CA 'ii. U^i & I •^•359-' 4f) 1 • ~c:\ is • VS5g-1 'ICi •» ^v^'.".v ur ii.Ji.nyi ui.r ciJ^Uli Jyii-.ii n^A^tn i Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole # 01 The data on this report is intended for Informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underqround Solutions, Inc. Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pothole # 02 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction Storm Drain 6.760 ft 12.000 ft 66 in RCP 11.20ft North-South Comments Operator Ryan Lemen Technician Peter Noriega Vehicle ID USI 5 Field Log # 5512 Log Date 2/4/2011 Soil Type Clay Asphalt Depth 0.6 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo Pothole #02 The data on this report is intended for Informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underground Solutions, he. (M'i Kimto»CjO ge IftvkJ. .^uiie 3i5. S/in Oiecp, CA Hi UO Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 •iliLr^ ' |9 1-7 iC 6 F. Vm Finish Photo Area Photo ...„,„.^...._^.I^'.: WL .. '::3SBE Pothole # 02 The data on this report is intended for informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underground SdLrtions. Inc. Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pothole # 03 Station Pian Sheet Station Utility Top Bottom Size Type Curb Distance Direction Storm Drain 7.700 ft 11.800 ft 48 in RCp 3.30ft North-South Comments Operator Ryan Lemen Technician Peter Noriega Vehicle ID USI 5 Field Log # 5512 Log Date 2/4/2011 Soil Type Sand Asphalt Depth 0.7 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo 0 Subsurface Photo Pothole # 03 The data on this report is intended for informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underqrouid Soiutrons, he. WIssio 1 Go ge fojd. Suite i.ir>. Sfin Ok:^.). CA. 'ii VJO Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Top Depth Photo ' r Bottom Depth Photo O Finish Photo Area Photo Pothole # 03 Thie data on this report Is intended for informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underciround Sdutsons, he. 51 ^•aSfJ'' "?01 • "c:'^ ^S 3 "i-S^g-1406 •» •.vw.v w lOtiyi ui.r iLbUliJun-ii i'..^t'Ji' Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pothole # 04-A Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction E 3.000 ft 5.000 ft 2.00x2.0 0 Encasement -2.70ft North-South Comments Operator Ryan Lemeri Technician Peter Noriega Vehicle ID USI 5 Field Log # 5513 Log Date 2/4/2011 Soil Type Clay Asphalt Depth 0 Concrete Depth 0 Marker Feather/Stake Pavement Type Pre-Excavation Photo Subsurface Photo Pothole # 04-A The data on this report is intended for informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underqrotmd Solmions, he. 6'49 Wissio 1 Oo ge RoicS, .Sune ^SAU Oi«p. CA. Hi Sl-^-gSS-i "lOI • rcA i^ ^859-1406 •.•/•.•/••'./ u.-nJ>.iyiUi.riiJvJu".iliirilin.j^'.^- Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Bottom Depth Photo O Area Photo Pothole # 04-A The data on this report is Intended for Informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Urderqround Sdidions, he. biA'i Wissio t cio ge ftwd. .'iiine li'i. S.^n Olf.-tf^. CA. Hi yjo SI ?-g5fJ-' "iOI • Pel il '• "J-S^g-140J » vvw.v n.Iuyi ui.r ii.lyJu;iji:-,ii n^vui i Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pothole # 04-B Station Plan Sheet Station •A Utility Top Bottom Size Type Curb Distance Direction T 3.000 ft 3.640 ft 4 in (4) PVC Pkg -0.60ft North-South Comments Operator Ryan Lemen Technician Peter Noriega Vehicle ID USI 5 Field Log # 5513 Log Date 2/4/2011 Soil Type Clay Asphalt Depth 0 Concrete Depth 0 Marker Feather/Stake Pavement Type e Pre-Excavation Photo Subsurface Photo Pothole # 04-B The data on this report is intended for Informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Undercp-otmd SdutKNis, he. WKSio I Qo ge ftwo. Suiie iir>. "im Ok-qo. CA. Hi 120 JI?-358-5 40l • FcHi 1 ^659-1'ICi » vvvvw uni.K.iyiu«ii.b'Ju;iuii5nn.A;.uii Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Bottom Depth Photo tl Finish Photo Area Photo Pothole # 04-B The data on this report is intended for Informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Underqrouid Sotiitxins, Inc. Wissi'.l) Cio ge fciitJ. SuHC 3:ir>. Ok:g:i. CA. Hi 1/0 Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pothole # 05 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction F/O 0.600 ft 3.400 ft Encasement 5.70ft North-South Comments Operator Ryan Lemen Technician Peter Noriega Vehicle ID USI 5 Field Log # 5513 Log Date 2/4/2011 Soil Type Clay Asphalt Depth 0.6 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo Pothole # 05 The data on this report is intended for informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Unda'qrajnd SolutK)ns. he. Wissii)) CsQ ge iuiie ii'i. S.^n Di«j:). CA. Hi 1/0 5 (•^•g58-> ^01 • rc:\ i>' "i-S^a-1 -ICi •» u? nlviyi -jir ii.hiJii;iiiir^ii n^twi i Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Top Depth Photo Bottom Depth Photo OB wi .iir . O Finish Photo Area Photo Pothole # 05 The data on this report is Intended for Informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Date: Customer: REPORT DATA AND PHOTO LOG Operator: /9 N2 5512 Underground Sahitiora, Inc. A5« MinionGofgt lto»a. Suit335. Swi Dieso. CA»2I20 Project Name:^:yW<A:^<y^" Technidan:/^y-^ y\/ Location/Address: Vac Truck#: Contract Hours T & M Hours Stand-By Time Travel Time Yard Total POTHOLE # Size: SoilType^^^l^^^ ^hota# ([^^^^(x Finish Photo # IF SLOT TRENCH. GIVE DIMENSIONS Length: x Width — x Depth Utility: 7 Type: ^g?/? C A/^^Oepth: / Subsurface Photo # Additional Photo # Cpmments Distance from Curb: Concrete Depth: Depth Photo (^107 (T) # » ^ ^ Area Photo A.J \ i 1^1 Bottom Depth: Utility Direction: Marker: Depth Photo 103 Plan Sheet # POTHOLE # 2 Size: Soil Type: ^ Pre-Exc. Photo # Finish ^ J ^ >^ Photo # O I ^--^ IF SLOT TRENCH, GIVE DIMENSIONS Length: x Width x Depth Utility: Type: Asphalt Depth: Subsurface \ (y"^ Photo # KJ V^-^ Additional Photo # Top Depth: Distance // from Curb: f Concrete Depth: /0 Depth Photo rn# Area Photo # Oil Bottom Dagthj^ /2 CO utility DirecHon^/r^ Marker Plan Sheet # POTHOLE # Size: 4 Soil re-Exc. Photo* 00 a Rnish Photo # cm. IF SLOT TRENCH, GiVE DIMENSIONS Length: x Width x Depth Utility: Type: Subsurface Ptreto* 0 lO*^! Additional Photo # Cpmments Distance from Curb D^m Photo Qj 10 Area Photo Bottom Deptir^ utility Direction: 5 Depth Photo B)# oltl Plan Sheet # Approved by: Customer Signature Please Pf^nt Name: UNDERGROUND SOLUTIONS Date: Customer: REPORT DA JiD PHOTO LOG Underground Selutlem, Inc. 654» Minion Gofgc NMd. Suke 335, San MegB. 0\ »2120 6iws«-i4oi •F»*i9«*HnA.w*w.i»id«tK»in*oiutiOTitK.oOT Locati'on/Addrcss' Project Name: ra/n&A^ c/ N9 5513 Operator: /Q^^^ Technician:/^^y^ Vac Truck#: Contract Hours T a M Hours Stand-By Time Travel Yard Total POTHOLE* ^^4. S.ze:^— Soil Type: Finish ^ , i Photo # \ cJ-i IF SLOT TRENCH, GIVE DIMENSIONS Length: x Width x Depth Utility: Type: Conc . Subsurface l'? Photo # L/ \ ^ Additional Photo # Comments Top Depth:—^ Distance from Curb: Zl ~ — — Concrete Depth: /^^'^ / Depth Photo ^ j 1 2^ Area Photo # 0 i^^^ Bottom ^ Depth: — Utility AZ/ST Direction: /' Marker: |N,pmPho,oO[.l4 Plan Sheet # POTHOLE* SoilType:^^^^^ /Pre-Exc. «tjra^ Photo* Photo* (3\'l~Cp IF SLOT TRENCH, GIVE DIMENSIONS Length: x Width x Depth Utility: / Type: f f^C "Asphalt Depth: /V/T Subsurface >«S | \ Q Photo* LJ i lU Additional Photo # Comments Top Depth: — Distance from Curb: (^'^ Concrete A//\ Depth: /'^M D^.hPho.= QH{^ Area Photo #^ i-^ ^ Bottom < ^/ Depth: UWllty A//<- Direction: / / > Marker: //' Depth Photo / (B) * v--' M / Plan Sheet # POTHOLE* ^ Soil Type: ^/^f j/^ Pre-Exc. f-^Cl Photo* Ol^U Finish ^1 12,-7 Photo # U Ir) IF SLOT TRENCH, GIVE DIMENSIONS Length: x Width x Depth Utility: y^y^ Type^/arry ^/^d Asphalt Depth: C/ ~ Subsurface/-^ [ 7^* Photo* Ly'*-' V Additional Photo * Comments Top Depth; C/ • Distance £r" from Curb: 70 ~ Concrete >f/Vi Depth: / Depth Photo Q Area Photo * \J 'Ov./ Bottom Depth: ' Utility X//^ Direction: ' ^ Marker: Wcif/^r/f/C Depth Photo 0 13 [ Plan Sheet # Approved by: Please Print Name: Customer Signatire REV. DATE 1-28-08 REORDER A.lnk 619-6S7.1120 0f\ UNDERGROUND SOLUTIONS Underc^ound SolutKinS, Inc. 6^14'-J fte'issi'.'j I Cio ge ftv^i. Suiit> i.i'i. S^in Oie<j:». CA. Hi VJO 51 ^ 358-' "^OI • =c A vl i '>-656-1 '104 ' vw.v i»r nXryi ui.r ii hUiuiun-.h n,.wi' Potliole : 01 Thumbnail Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pre-Excavation Plioto Subsurface Photo Top Depth Photo Bottom Depth Photo Finisli Photo Area Photo Potliole : 02 Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole : 03 Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo UNDERGROUND SOUJTIONS Undercp^ound SdutJons. he. 6549 hfissto I Cio go ft*JtJ. Siiue3i5. Di«c;a, CA Hi YJO Thumbnail Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Tuesday, February 08, 2011 Pothole : 04-A Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole : 04-B Pre-Excavatlon Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole : 05 Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo IVlay 10, 2010 Mr. IVIichael Pollard PSOMAS 4455 Murphy Canyon Rd., Suite 200 San Diego, CA 9123 Dear Mr. Pollard: I would like to thank you for choosing Underground Solutions, Inc. to perform the utility locating for your project. The following report details our findings for the pothole locations identified bv your company. ^ We are constantly looking to our customers for improvements to our reporting. Any comments or suggestions to improve the quality of this report would be appreciated. At Underground Solutions we strive to provide the most professional state-of-the-art service This IS achieved by our top-of the line equipment and professional field team. We look forward to a continuing working relationship with you and your firm. Sincerely, President Underground Solutions, Inc. UNDERGROUND SOLUTIONS Underground Solutions, IrK. I'S^? M sso 1 Gorge Ro.vl. SJ re %m Degc, Ch 92120 19-859--AO • f.^< 619-358-1 =- Z6 • VAVVV u 'ckrrlaiiicu-.ljtio -iinc.cor UNDERGROUND SOLUTIONS Undergrotnd Sdulsons, Inc. ) 1 ••-••^" " -n 1 » -f if A• 9-&58-14C& *'-V'.'.v.' u''if!crgr,^i,.'\(hc-lu:»7r---jri;. <.'jr Pothole Summary Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 # Station Utility Top Bottom Size Type Distance 01 Tel 3.540 ft 5.210 ft 2.00 X 1.67 Encasement 6.70ft 02 Tel 3.190 ft 4.300 ft 4"(9) PVC 12.70Fn" 03 Storm Drain 4.500 ft 6.220 ft 18 in RCP 13.00ft 04 Tel 2.800 ft 4.020 ft 4"(4) PVC 9.80ft Direction NE/SW North-South IS + oo le -I- 00 17 + 00 STA ISfOO.OO 18 + 00 19 + 00 20 + OO 21 + 00 22 oo V-,,1, *<I^T I.' •\- Vs- , \ !N!1T»1.L ca FOB tXIII.- pF-M itTomiKNT DATA f 16 ~|MB!)'36'S6'w|"M«g7 mFclTY "OF CABLSBAD PLANK PO* Tw; cowrmiCTioN or TVK HOWE fl.»KT P**!" tTATION FORCt >"'» STA B+OCOO TO STA 21+51.04 UNDERGROUND SOLUTIONS Under ground Soiutxirfi. he. IM 9.8 5 8-5 * 01 6 • 9 858-1406 • vwv L.'icK'rjrounrJsoiJttor ^.inc c on Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pothole # 01 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction Tel 3.540 ft 5.210 ft 2.00 X 1.67 Encasement 6.70ft NE/SW Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4852 Log Date 5/7/2010 Soil Type Clay Asphalt Depth 0.4 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Plioto Subsurface Photo Pothole #01 The data on this report is intended for informational purposes only. In no way siiould any of the information presented here be a substitute for professional engineenng and design. UNDERGROUND SOLUTIONS Lfcrterground Soiubons, Inc. SI9-658-540I 'Fa:659-858-1406'WAVmck'rjrounrJsolutiorsinc.ccjrn Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Top Deptii Piioto I Li Bottom Deptti Plioto Finisli Plioto Area Plioto Pothole #01 The data on tills report is intended for Informational purposes only. In no way should any ofthe information presented here be a substitute for professional engineering and design. /(IN UNDERGROUND SOLUTIONS Undercrotfftd So(idx)rfi, Inc. Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location CaHsbad, CA Date ' Monday, May 10, 2010 Pothole # 02 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction Tel 3.190 ft 4.300 ft 4"(9) PVC 12.70FT North-South Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4852 Log Date 5/7/2010 Soil Type Sand Asphalt Depth 0.85 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Plioto Subsurface Plioto o Pothole # 02 The data on this report is intended for informational purposes only. In no way should any ofthe information presented here be a substitute for professional engineering and design. UNDER6ROUN0 SOLUTIONS LftTdercround Solutions. ITK. ^ I 5&-5 401 • Fs; 619^58-1406 • VA-AV L ndt;rqrouncisoUtior sine com Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Top Depth Pfioto Bottom Depth Photo Finish Photo Area Photo Pothole # 02 The data on this report is Intended for informational purposes only. In no way should any ofthe information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Ifrdercround Soluliortt, he. Wfssiort Gorge fcvitJ. iu.to i i "i, San Dit^go. CA«1 ?b SI9^58-! 401 •F3S 6 5 9-858-1406 •WAV tndcitiroundsoUtiorsinc.corn Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pothole # 03 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction storm Drain 4.500 ft 6.220 ft 18 in RCP 13.00ft Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4852 Log Date 5/7/2010 Soil Type Sand Asphalt Depth 0.75 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo o Pothole # 03 The data on this report is Intended for informational purposes only. In no way should any ofthe information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Urdercrojnd SdutiorB, he. 654^ Wissioft C»org© fci,id. iu.t« 33r,. S..n OU-.qo. CA93M0 Sig-858-1401 •Fd!639-858-1406 •\WAV inck'rjr.-junfJsolJtiorsine com Top Depth Photo Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Finish Photo Area Photo Pothole #03 The data on this report is intended for Informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Undercrouid Soiubons, he. Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pothole # 04 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction Tel 2.800 ft 4.020 ft 4"(4) PVC 9.80ft Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4853 Log Date 5/7/2010 Soil Type Sand Asphalt Depth 0.5 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo Pothole # 04 The data on this report Is intended for informational purposes only. In no way should any ofthe information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS UrdercrouKl Solutions, he. SI9-858-5 40I 'FiM619-858-1406 ^VA'AV Lnfk.'rqround5oJj:iC)r>lrK Com Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole # 04 •ft * The data on this report is intended for informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. , ^ UNDERGROUND SOLUTIONS Date: Customer: S' 7.10 REPORT DATA AND PHOTO LOG P3 Underground Sotaitions, Inc. «•»? Vt»l«il3a«|e»<Ma.S«l«e335, S«DMO.tAY.2l20 619 (.f,«.MOI . F« 4I»«58-I4a6 • w»l«,,»«l«g««ho»««««-. Location / Address: c A./1S t<3 a Operator: Technician: Pc'^^'€ N9 Approve^ by: Please Pn""*- Name: 4852 REPORT DATA PHOTO LOG Date: S'l'lO UNDERGROUND SOLUTIONS Customer: P SoV^c^f S Underground Sokitions, Inc. MUlon (js)9e Koad. uae 3JS, San UXsgu. CA »:i 120 Project Name: //;^^ ^/^.^^ .Q^ ^^^^^^ Location / Address: C^V l< hd cj Operator: Technician: m 4853 Vac Truck#: 3. Contract Hours T a M Hours Stand-By Time Travel Time Yard Total POTHOLE # U Size: ^'^ Soil Type: 5^1^^ Pre-Exc. * / / y Photo # / / ^ Photo # { f (^"^ IF SLOT TRENCH, GIVE DIMENSIONS Length: x Width x C^th 1 Utility: Te\, Type: P Asphalt Depth: () Subsurface / / Photo # ( f 3 Additicv^l Photo # Comments Too DoDth: 8 Distance p 4 A from Curb: M Concrete yA Depth: (Sj ['1 Oeptti Photo . rn# ff ^ Area Photo # { \^ V Bottom U{ 6 0- Depth: ' ———^ Utility Marker: \p j:^ Depth Photo (B)# (/7 Plan Sheet # POTHOLE # Size: Soil Type: Pre-Exa Photo # Finish Photo # IF SLOT TRENCH, GIVE DIMENSIONS Length: x WkJth x Depth Utility: Type: Asfrfiall Depth: Subsurface Photo # Additional Photo # Comments Top Depth: Distaru^e from Curb: Concrete Depth: Depth Ptioto (T)# Area Ptioto # Bottom Depth: Utlltty Direction: Marker: Depth PtKito (B)# Plan Sheet # POTHOLE # Size: Soil Type: Pre-Exc. Photo # Finish l*hoto# IF SLOT TRENCH, GIVE DIMENSIONS Length: x WWth x Depth Utility: Type: Asfi^lt Depth: Subsurface Photo # Addttkxial PlKJto # Comments Top Depth: Otetance from Curb: Concrete Depth: De^ RK)to Area Photo # Bottom Depth: Utility Directfon: Marker. Def^ Rioto (B)# Plan Sheet # Approved by: Please Print Name: PCX/ r»ATC i.OHJW tWgoERGROUND SOLUTIONS UnJercround Soluuons, he. 5!9-85&-H0l *Pai6'9-S58-l406'vvrnvindenjroundsoUtiorsinccorn Pothole : 01 ' '• Thumbnail Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole : 02 Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole : 03 Pre-Excavation Photo Pothole : 04 Subsurface Photo N J HI HI V* k> 1 Top Depth Photo Finish Photo Area Photo UNDERGROUND SOLUTIONS Lftidercround Solutions, kK. SI 'i^SB-' 401 • 6 < 9-S5S-140f • >.WAV I.ncU.Tjr.-junrholJti.'jr^lnccorTi Thumbnail Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Bi8l RR3i Wiil la lis Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo Area Photo IVlay 10, 2010 Mr. Michael Pollard PSOMAS 4455 Murphy Canyon Rd., Suite 200 San Diego, CA 9123 Dear Mr. Pollard: I would like to thank you for choosing Underground Solutions, Inc. to perform the utility locating for your project. The following report details our findings for the pothole locations identified by your company. We are constantly looking to our customers for improvements to our reporting. Any comments or suggestions to improve the quality ofthis report would be appreciated. At Underground Solutions we strive to provide the most professional state-of-the-art service. This is achieved by our top-of the line equipment and professional field team. We look forward to a continuing working relationship with you and your firm. Sincerely, President Underground Solutions, Inc. UNDERGROUND SOUniONS Undergrcund Solutions, Inc. (;5<--; M KOI Gorge Raid. tnK? iJ":. S.n Degc, 921 ?0 : I ''•853-••4C; *F.Hy. 610-358-1 "6 • v<.-vvw u-dexrounc^Uiio -yncccni UNDERGROUND SOLUTIONS Pothole Summary Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Undergrotncj Solutions, ln<r. Date Monday, May 10, 2010 y j: f)\ * 6• v~&58-14C.5 *\V:WJ i.;ntlcrgroi,) ;-'",fl5o!i.i'.:nt"jinc cor # Station Utility Top Bottom Size Type Curb Distance Direction 01 Tel 3.540 ft 5.210 ft 2.00 X 1.67 Encasement 6.70ft NE/SW 02 Tel 3.190 ft 4.300 ft 4"(9) PVC 12.70in" North-Soutln 03 Storm Drain 4.500 ft 6.220 ft 18 in RCP 13.00ft 04 Tel 2.800 ft 4.020 ft 4"(4) PVC 9.80ft UNDERGROUND SOLUTIONS Underground Soluboru, Inc. Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pothole # 01 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction Tel 3.540 ft CTinf* 2.00 X " 1.67 Encasement 6.70ft NE/SW Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4852 Log Date 5/7/2010 Soil Type Clay Asphalt Depth 0.4 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo Pothole # 01 The data on this report Is intended for informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. o UNDERGROUND SOLUTIONS Underground SdutoorK, Inc. Sl'3^5&-'40l •F3;659-658140f •NWAV incterqr.ouncisc>Utior5in(. aiP! Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Top Depth Photo D Bottom Depth Photo Finish Photo Area Photo Pothole #01 The data on this report is Intended for informational purposes only. In no way should any ofthe Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Urdercround Solutions, he. M9-858-'40I • Fa:659-858-14Cf •\WAV irick.'nr.'3i.inf.l50lJtirj>r5inc com Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pothole # 02 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction Tel 3.190 ft 4.300 ft 4"(9) PVC 12.70FT North-South Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4852 Log Date 5/7/2010 Soil Type Sand Asphalt Depth 0.85 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo Pothole # 02 The data on this report is intended for Informational purposes only. In no way should any ofthe Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS UrdefCTound Sotutiortf. he. 6549 iUfssiofi QaKjt^ fcx^itl, iu.i« !4.;MI rJU^jo. 110 SI'J-aSS-HOI •Fa;6i9-S5S I406 •WVAV cnd<;nrounrj5ob:ior5inc com Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Top Depth Photo Bottom Depth Photo Finish Photo Area Photo Pothole # 02 The data on this report is intended for informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Undersround Solutions, he. ir?S4iJ Wissioo CoKje to-ics. iijit<t 33r>. S^.n JU>^, CAV2l?0 & 19858-5 401 • Fcis 6 5 9^58-1406 • www tiTdOTrdijnrJsolitibrsinc com Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 o Pothole # 03 Station Plan Sheet Station Utility Top Bottom Size Type Curb Distance Direction Storm Drain 4.500 ft 6.220 ft 18 in RCP 13.00ft Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4852 Log Date 5/7/2010 Soil Type Sand Asphalt Depth 0.75 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo o Pothole # 03 The data on this report is intended for informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS Undercround SoiutKm. he. 6549 Wission Gorge teyid, Suiio San DkitjSJ. CAg21 JO S19-858-! 401 • Fd! 6 i 9-S58-140f • www i nd(.'rj]roi.inf.l5oljtior sinc.com Top Depth Photo Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Finish Photo Area Photo Pothole* 03 The data on this report Is intended for informational purposes only. In no way should any of the information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS underground Solutions, he. SI'1-858-1401 •Fi^j65 9-8'J814C6 'VA'AV I,ndcrjrounfisoUtCT WK com Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pothole # 04 Station Plan Sheet 1 station Utility Top Bottom Size Type Curb Distance Direction Tel 2.800 ft 4.020 ft 4"(4) PVC 9.80ft Comments Operator Thomas Noriega Technician Peter Noriega Vehicle ID USI 3 Field Log # 4853 Log Date 5/7/2010 Soil Type Sand Asphalt Depth 0.5 Concrete Depth 0 Marker PK Nail Pavement Type Pre-Excavation Photo Subsurface Photo Pothole # 04 The data on this report is intended for informational purposes only. In no way should any of the Information presented here be a substitute for professional engineering and design. UNDERGROUND SOLUTIONS ' Ifrtderground SotutKwu. he. 664* WisSiQft Gorge fci^td, UitVf 335. San rjitigo. eA921 JO SI9-85e-'401 •Fc*!6s9-85S i4C6 •VA'AV indc.'fTjroundsoUtiorsinc.corn Top Depth Photo Subsurface Utility Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Finish Photo Area Photo I Pothole #04 ^? . The data on this report is intended for informational purposes only. In no way should any of the information presented here be a ., substitute for professional engineering and design. , ,^ Date: REPORT DATA AND PHOTO LOG N9 4852 UNDERGROUND SOLUTIONS Customcr: ^S>QV^'^f Project Name: Underground Solutions, Inc. tl9 (i»rf|.HOI . f.vi4l9CM-l4e6 . v»w»».imd«ioiotin<hokilomnr.rn«i LOCatlOn /AuClreSS Operator: ^ H O Technician: Ptl'f'-C Vac Truck#: Contract T a^M Hours Stand-By Travel Yard Total Hours T a^M Hours Time Time POTHOLE # / S.e: XV 1^ Soil Type: C^KU Pre-Exc. ^ f Photo # ^\ t Finish f A Photo* f (J 0 IF SLOT TRENCH, GIVE DIMENSIONS Length: x Width x Depth Utility: Type-- Asphalt . Depth: A *tLiL- Subsurface ^ -» Photo* ^ / Additional Photo * Comments . Top Depth: j — Distance "7 0 from Curb: fc> JJ—- Concrete . Depth: N [A Depth Photo ^ (T)# 98 Area Photo # I () j Bottom 3. I Depth: -> -—^ Utility £ / Direction: / C\rv/ Mariner: P J^v^ Depth Photo CI (B)# 7 7 Plan Sheet # POTHOLE # ^ Soil Type: S^t^d Pre-Exc. Photo* ( O f Finish 1 /) r Photo* I ^ h IF SLOT TRENCH. GIVE DIMENSIONS 1 ftnjjth- y X Dfipth Utility: l-Type: P\/C, Asphalt f^f>C Depth: J^^iJZ^ Subsurface _ ^ Photo* IQ y Additional Photo # Comments Top Depth: i-^^— Distance rv from Curt): j Conaete t\i IA Depth: ^^f" Depth Photo . , . Area Photo* {0^ Bottom # 1 0 0 Depth: W y — Direction: f Marker ^ Depth Photo ^ Plan Sheet # 7 POTHOLE # 3 Soil Type: 5«M/\c/ Pre-Exc. i^f) Photo * ffM Flnfeh ; 1 Photo * { I J- IF SLOT TRENCH, GIVE DIMENSIONS Length: x Width x Depth Utility: Type: RC P Asphalt /X "75 Depth: (j ' Subsurface / /)Q Photo # ( C/ ' Additional Photo * Comments Top Depth: ^ Distance .... from Curb: /3_£2_ Concrete f A Depth; N (M Depth Photo / / /) Area Photo * | ( Bottom /• Depth: (3 "-'i • - Utility Direction: Mar1<er: p ^ Depth Photo . Plan Sheet # Approve^ by: Ciisfnmflr .Siftnatiir» Please Pri"*^ Name: REPORT DATA. _ ..j PHOTO LOG UNDERGROUND SOLUTIONS Date: SI-IQ Customer: PS^t>v,Q < Operator: ^I^CA^^ 5^ Underground Solutions. Inc. Project Name: ./^.-, ^ ^/ .y ^ T^^U • • I M««„s«o«qo.tA,20 't^ni^ pi^.^f^ p^^/^ 5»t<kJt^^^ Technician: ..«M„,.r..,.s«M*. Location/Address: tr /<; foq'r/" ^ * —r<rT^ m Approved by: Please Print Name: 4853 UNDERGROUND SOLUTIONS * Urdercround Sotiitia^, Inc. f ^1858-' 'TO I • '^pr. 6 • 9-S58-1406 •v/CAv indt'rjroundsoUtior^inccon Pothole : 01 ' Thumbnail Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pre-Excavation Photo Subsurface Photo Area Photo Pothole : 02 Top Depth Photo Bottom Depth Photo Finish Photo Pre-Excavation Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Area Photo Pothole : 03 fc Finish Photo -* -1 •i 1 Pre-Excavation Photo Pothole : 04 Subsurface Photo Top Depth Photo Finish Photo Area Photo 4 e UNDERQROUND SOUJTIONS tfridercround Solutions. Inc. i 19-8 5 S-HO i * Fax 6 i 9-S58-14Cf • YAW i oclf.TjrounclsoUtior 5inc com Thumbnail Report Customer PSOMAS Project Home Plant Pump Station Location Carlsbad, CA Date Monday, May 10, 2010 Pre-Excavatlon Photo Subsurface Photo Top Depth Photo Bottom Depth Photo Finish Photo Area Photo APPENDIX C RESOURCE AGENCY PERMITS APPENDIX D As BUILT DRAWINGS: EXISTING PUMP STATION PLANS FDR THE CDNSTRUCTIDN DP HOME PLANT SEWAGE PUMP STATION AND PLANS FOR THE CONSTRUCTION OF THE FORCE MAIN FOR THE HOME PLANT PUMP STATION CITY OF CARLSBAD, CALIFORNIA PROJECT «3299 CONSTRUCTION SEQUENCE i TEXT W© (fK*JtS9W rWP STATSW «0 r«C£ VML i fitVfRt Jil ntW tt> HEW rWP SMTSfW A>.0 tOKX. UWJ 4. ABNiXtt K'O DEVOUSH CU> PW» STATION <0D«iOIK« *OiW exausRt CF ruv* STATK*! M.S st ti«,f AS* THE OURKO THC «K$TSVCTK>fl Knca. 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FROMT DETAIL MO SCAU •BOBaBBKBsmn CMWD a5-604 APPENDIX C RESOURCE AGENCY PERMITS, CITY PERMITS ENVIRONMENTAL DOCUMENTS [F fl 0= § O tmesi.i Dronenbufg. Jr., Rctwdei" CoudO C NOTICE OF EXEMPTION To: SD County Clerk Attn: Jennifer Samuela Mail Stop A-33 1600 Pacific Highway San Diego, CA 92101 From: CITY OF CARLSBAD PUNNING DEPAHIMENT CITY OF CARLSBAD Planning Division 1635 Faraday Avenue Carlsbad, CA 92008 BY MAY 07 2012 Subject: Filing of this Notice of Exemption is in compliance with Section 21152b of the Public Resources Code (Califomia Environmental Quality Act). Project Number and Title: CDP 11-Q7/CIJP 11-02 - Home Plant Lift Station & Force Main Replacement Project Location-Specific: 2359 Carlsbad Boulevard, portions of Maxton Brown Park, and within the public rights-of-way on Carlsbad Boulevard. State Street. Laguna Drive and Jefferson Street Project Location - City: Carlsbad Project Location - County: San Diego Description of Project: Construction of a new sewer lift station and associated pipinfr Name of Public Agency Approving Project: Citv of Carlsbad Name of Person or Agency Carrying Out Project: Citv of Carlsbad Name of Applicant: Mark Biskup^ Associate Engineer Applicant's Address: 1635 Faradav Avenue. Carlsbad. CA 92QQS iLbU \H m OFFICE OF IHii COUNTY CLERI Applicant's Telephone Number: 760-602-2763 £xempt Status: (Check One) • Ministerial (Section 21080(b)( 1); 15268); • Declared Emergency (Section 21080(b)(3); 15269(a)); • Emergency Project (Section 21080(b)(4); 15269 (b)(c)); IS Categorical Exemption - State type and section number: 15302(c) - Replacement or Reconstmction of existing utilities systems. • Statutory Exemptions - State code number: • • General rule (Section 15061(b)(3)) ' ~~~ ' " Diego County on, MAY 0 7 Posted HAY q 7 2012 , Rynoved iilNT? ?fl1 Returned to agency on JO^I 1 7 MV •>Di}tv E. Tamez Reasons why project is exempt: Lead Agency Contact Person: Pam Drew. Associate Planner Telephone: (760) 602-4644 DON NEU, City Planner Date received for filing at OPR: Date Revised 04/12 >^ CARLSBAD Planning Division www.carlsbadca.gov PLANNING COMMISSION NOTICE OF DECISION Mays, 2012 Mark Biskup Associate Engineer 1635 Faraday Avenue Carlsbad, CA 92008 SUBJEa; CDP 11-07/CUP11-02 - HOME PLANT LIFT STATION AND FORCE MAIN REPLACEMENT At the May 2, 2012 Planning Commission meeting, your application was considered. The Commission voted 7-0 to approve your request. The decision of the Planning Commission will become final on May 12,2012. ^ The time within which judicial review of this decision must be sought is governed by Code of Civil Procedure, Section 1094.6, which has been made applicable In the City of Carlsbad by Carlsbad Municipal Code 1.16. Any petition or other paper seeking judicial review must be filed in the appropriate court not later than the ninetieth day following the date which this decision becomes final; however. If within ten days after the decision becomes final a request for the record of the proceedings is made accompanied by the required deposit In an amount sufficient to cover the estimated cost of preparation of such record, the time within which such petition may be filed in court is extended to not later than the thirtieth day following the date on which the record is either personally delivered or mailed to the party, or his attorney of record, if he has one. A written request for the preparation of the record of the proceedings shall be filed with the City Planner, Don Neu, Secretary of the Planning Commission, 1635 Faraday Avenue, Carlsbad, CA 92008. If you have any questions regarding the final dispositions of your application, please contact your project planner Pam Drew at (760) 602-4644 or pam.drew(S)carlsbadca.gQv. Sincerely, DON NEU,AICP City Planner DN:PD:bd c: Data Entry File enc: Planning Commission Resolutions No. 6877 and 6878 1635 Faraday Avenue, Carlsbad, CA 92008-7314 T 760-602-4600 F 760-602-8559 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PLANNING COMMISSION RESOLUTION NO. 6877 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING A COASTAL DEVELOPMENT PERMIT CDP 11-07 FOR THE CONSTRUCTION OF A NEW SEWER LIFT STATION AND ASSOCIATED PIPING, LOCATED AT 2359 CARLSBAD BOULEVARD, WITHIN A PORTION OF MAXTON BROWN PARK AND WITHIN PUBLIC RIGHTS-OF-WAY OF CARLSBAD BOULEVARD, STATE STREET, LAGUNA DRIVE AND JEFFERSON STREET IN THE MELLO II SEGMENT OF THE LOCAL COASTAL PROGRAM WITHIN LOCAL FACILITIES MANAGEMENT ZONE 1. CASE NAME: HOME PLANT LIFT STATION & FORCE MAIN REPLACEMENT CASE NO: CDP11.Q7 WHEREAS, the City of Carlsbad, "Developer/Owner," has fded a verified application with the City of Carlsbad regarding property described as That portion of Lot 18 of Seaside Lands, in the County of San Diego, State of California, according to Map thereof No. 1722, filed in the Office of the County Recorder of San Diego County, July 28, 1921, lying Westerly of the Westerly line of that State Highway right of way conveyed to the State of California, by deed recorded August 20, 1934 in Book 316, Page 309 of Official Records (identified as Assessor's Parcel Number 155-200-13-00); and Lot 19 of Seaside Lands, in the City of Carlsbad, County of San Diego, State of California, according to map thereof No. 1722, filed in the Office of the County Recorder of San Diego County, July 28,1921 (identified as Assessor's Parcel Number 155-200-08-00); and That portion of Lot 18 of Seaside Lands, in the County of San Diego, State of Califomia, according to Map thereof No. 1722, filed in the Office ofthe County Recorder of San Diego County July 28,1921, lying East of the East line of the certain right of way conveyed to the State of Califomia, by deed dated May 14, 1934, and recorded August 20, 1934 in Book 316, Page 309, of Official Records and Northwesterly of a line that is parallel with and distant 185 feet at right angles Northwesterly from the dividing line between Lots 17 and 18 in said Seaside Lands; and Also that portion of the Southwesterly half of "State Highway" as shown on said Map, adjoining the above described parcel of land on the Northeast, closed to public use on November 9, 1931 by order of the Board of Supervisors of said County, a 2 certified copy of which order was recorded November 16,1931 In Book 69, Page 23 of Official Records in the Office of the 3 County Recorder of San Diego County (identified as Assessor's ^ Parcel Number 155-200-04-00); and 5 6 7 8 19 20 21 22 23 25 26 Public rights-of-way on a portion of Carlsbad Boulevard, State Street, Laguna Drive and Jefferson Street C*the Property"); and WHEREAS, said verified application constitutes a request for a Coastal p Development Permit as shown on Exhibits "A" - **AB" dated May 2,2012, attached hereto and 10 on file in the Carlsbad Planning Division, HOME PLANT LIFt STATION AND FORCE n MAIN REPLACEMENT - CDP 11-07, as provided in Chapter 21.81.040 of the Carlsbad 12 Municipal Code; and 13 WHEREAS, the Planning Commission did, on May 2,2012, hold a duly noticed 14 ^ ^ public hearing as prescribed by law to consider said request; and 1^ WHEREAS, at said public hearing, upon hearing and considering all testimony 17 and arguments, if any, of all persons desiring to be heard, said Commission considered all factors 18 relating to the Coastal Development Permit. NOW, THEREFORE, BE IT HEREBY RESOLVED by the Planning Commission of the City of Carlsbad, as follows: A) That the above recitations are true and correct. B) That based on the evidence presented at the public hearing, the Commission APPROVES HOME PLANT LIFT STATION & FORCE MAIN 24 REPLACEMENT - CDP 11-07, based on the following findings and subject to the follovnng conditions: Findings; 27 1. That the proposed development is in conformance with the Certified Local Coastal Program and all applicable policies in that the proposed project is consistent with, or 28 otherwise implements, the following Mello IILCP policies: PCRE1SON0.6877 -2- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 a. 3. b. c. d. Carlsbad LCP Metto II Policy 3-4 Grading and Landscaping Requirements, The project complies because all work in this area will be within the public right-of- way and will be repaved to eliminate the possibility of erosion. Also grading will not occur during the rainy season unless sufficient erosion control measures have been included in the project constmction program. Carlsbad LCP Mello II Policy 4-3 Accelerated Soil Erosion, The project complies because no portion ofthe project is being developed on steep slopes as identified in the LCP. The project also complies because the project will incorporate BMPs and submit a water quality technical report as specified in the National Pollutant Discharge Elimination System (NPDES) permit and in the Standard Urban Storm Water Mitigation Plan (SUSMP). In addition, the city will include requirements in the CDP approval to allow inspection and maintenance of the BMPs, and the project minimizes land disturbance activities during constmction (e.g., clearing, gradmg and cut-and-fill). BMPs are also proposed to treat site mnoff following constmction of the SLS. Carlsbad LCP Mello II Policy 4-4 Removal of Natural Vegetation, The project complies because It will not remove any natural vegetation within this segment of the project. Carlsbad LCP Mello II Policy 4-5 Soil Erosion Control Practices, The project complies because onsite erosion will be avoided as a result of the use of silt fences, sandbags and straw mulch rolls being placed around excavated trench spoils during the constmction period. Furthermore, all storm drains and natural drainages situated downstream from the constmction will be protected by linear sediment barriers or similar erosion control devices. Carlsbad LCP Mello II Policy 4-6 Sediment Control Practices. The project complies because sediment control will be provided through the use of silt fences, sandbags and straw mulch roUs being placed around excavated trench spoils during the constmction period. Furthermore, all storm drains and natural drainages situated downstream from the construction will be protected by linear sediment barriers or similar erosion control devices. The proposal is in conformity with the public access and recreation policies of Chapter 3 of the Coastal Act m that the proposed 8-inch sewer force main pipeline will been installed underground and, therefore, will not impact public access opportunities nor recreational resources. The sewer lift station isf small in size, 13-feet high, and 245 square feet in size and will not obstmct views of the coastline as seen from public lands or the public right-of-way. Furthermore, the proposed sewer lift station appurtenances are at or below grade; therefore, the visual beauty of the coastal zone will not diminish, nor will there be any impacts to coastal resources or public access. No agricultural uses currently exist on the site or within the area. The project is not located in an area of known geologic instability. The project is consistent with the provisions of the Coastal Resource Protection Overiay Zone (Chapter 21.203 of the Zoning Ordinance) in that the project will adhere to the City's Master Drainage Plan, Grading Ordinance, Storm Water Ordinance, Standard Urban Storm Water Mitigation Plan (SUSMP) and Jurisdictional Urban Runoff Management Program (JURMP) to avoid increased urban runoff, pollutants, and soil erosion. No steep slopes or native vegetation is located on the subject property and the e. PC RESONO. 6877 -3- ^ site is not located in an area prone to landslides, or susceptible to accelerated erosion, 2 floods, or liquefaction. 4. The Planning Commission finds that the project, as conditioned herein, is in conformance with the Elements of the City's General Plan, based on the facts set forth in the staff report dated May 2,2012, including, but not lunited to that public utilities, are consistent with the Land Use Element of the General Plan, in that constmction of public facilities are allowed in the Open Space (0-S) zone subject to the approval of a Conditional Use Permit (CUP). 5. The project is consistent with the Citywide Facilities and hnprovements Plan, the Local Facilities Management Plan for Zone 1 and all City public facility policies and ordinances. The City's fire, schools, libraries and parks and recreation performance standards were developed assuming population growth occurs through the constmction of additional dwelling units. However, the proposed project does not 10 include residential, commercial or industrial land uses, and does not include any components that would result in an increase in population or any public facility or infrastmcture demand. Specifically, the proposed project does not generate any 12 facility plan improvement requirements or funding. 13 6. The Planning Conmiission has reviewed each of the exactions unposed on the Developer contained in this resolution, and hereby finds, in this case, that the exactions are imposed 14 to mitigate impacts caused by or reasonably related to the project, and the extent and the ^ ^ degree of the exaction is in rough proportionality to the impact caused by the project. 15 Conditions: 17 General 18' Note: Unless otherwise specified herein, all conditions shall be satisfied prior to the issuance of J g a Notice to Proceed or commencement of constmction, whichever occurs first 20 1- If any of the following conditions fail to occur, or if they are, by their terms, to be ' implemented and maintained over time, if any of such conditions fail to be so 21 implemented and maintained according to their terms, the City shall have the right to revoke or niodify all approvals herein granted; deny or fiirther condition issuance of all ^ ^ture buildmg permits; deny, revoke, or further condition all certificates of occupancy 22 issued under the authority of approvals herein granted; record a notice of violation on the property title; institute and prosecute litigation to compel their compliance with said 24 conditions or seek damages for their violation. No vested rights are gained by Developer or a successor m interest by the City's approval ofthis Coastal Development Permit 25 2. Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications to the Coastal Development Pennit documents, as necessary to make 27 them intemally consistent and in conformity with the final action on the project. Development shall occur substantially as shown on the approved Exhibits. Any proposed 28 development, different fi:om this approval, shall require an amendment to this approval. PC RESONO. 6877 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 7. 8. Developer shall comply with all applicable provisions of federal, state, and local laws and regulations in effect at the time of the issuance of a Notice to Proceed or commencement of constmction, whichever occurs first If any condition for construction of any public improvements or facilities, or the payment of any fees in-lieu thereof, imposed by this approval or imposed by law on this Project are challenged, this approval shall be suspended as provided in Govemment Code Section 66020. If any such condition is determined to be invalid, this approval shall be invalid unless the City Council determines that the project without the condition complies with all requirements of law. Developer shall submit to the Planning Division a reproducible 24" x 36," mylar copy of the Site Plan reflecting the conditions approved by the fmal decision-making body. Developer shall include, as part of the plans submitted for any permit plancheck, a reduced legible version of all approving resolutions in a 24" x 36" blueline drawing format (including any applicable Coastal Commission approvals). This approval is granted subject to the approval of CUP 11-02 and is subject to all conditions contained in Planning Commission Resolution No. 6878 for that other approval mcorporated herein by reference. This approval shall become null and void if the Notice to Proceed is not issued or commencement of construction does not occur within 24 months firom the date of project approval. Engineering: 9. 10. 11. 12. Prior to start of grading, developer shall obtain a Notice of Intent from the State Water Resources Control Board. Prior to start of grading or building construction, whichever occurs first, developer shall prepare a Tier 3 Storm Water Pollution Prevention Plan (TIER 3 SWPPP). The TIER 3 SWPPP shall comply with current requirements and provisions established by the San Diego Regional Water Quality Control Board and City of Carlsbad Requirements. The TIER 3 SWPPP shall identify and incorporate measures to reduce storm water pollutant runoff during construction of the project to the maximum extent practicable. This project is subject to 'Priority Development Project' requirements. Developer shall prepare a Storm Water Management Plan (S WMP) to demonstrate how this project meets new/current storm water treatment requirements per the city's Standard Urban Storm Water Management Plan (SUSMP), latest version. In addition to new treatment control BMP selection criteria in the SUSMP, the developer shall use low impact development (site design) approaches to ensure that runoff from impervious areas (roofs, pavement, etc.) are drained through landscaped (pervious) areas prior to discharge. Project shall comply with hydromodification requirements per the city's SUSMP, latest version. Documentation shall be included within the Storm Water Management Plan (SWMP) compliance with storm water requirements. PC RESONO. 6877 10 11 13 14 15 16 17 Code Reminders; 13. Developer shall exercise special care during the constmction phase of this project to prevent offsite siltation. Planting and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction of the City Engineer. 14. Approval of this request shall not excuse compliance with all applicable sections of the Zoning Ordinance and all other applicable City ordinances in effect at time of the issuance of a Notice of Proceed or commencement of constmction, whichever occurs first, except as otherwise specifically provided herein. PASSED, APPROVED, AND ADOPTED at a regular meeting ofthe Planning Commission ofthe City of Carlsbad, California, held on May 2,2012, by the following vote, to wit: AYES: Chairperson Schumacher, Commissioners Arnold, Black, L'Heureux, Nygaard, Scully and Siekmann NOES: ABSENT: ABSTAIN: 19 MICHAEL SCHUMACHER, Chairperson CARLSBAD PLANNING COMMISSION ATTEST: i2l 20 21 22 23 '^^ DON NEU 25 City Planner 26 27 28 PC RESONO. 6877 -6- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PLANNING COMMISSION RESOLUTION NO. 6878 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING A CONDFTIONAL USE PERMIT FOR THE CONSTRUCTION OF A NEW SEWER LIFT STATION AND ASSOCIATED APPURTENANCES, LOCATED AT 2359 CARLSBAD BOULEVARD IN THE MELLO fl SEGMENT OF THE LOCAL COASTAL PROGRAM WITHIN LOCAL FACILITIES MANAGEMENT ZONE 1. CASE NAME: HOME PLANT LIFT STATION & FORCE MAIN REPLACEMENT CASE NO: CUP 11-02 WHEREAS, the City of Carlsbad, "Developer/Owner," has filed a verified application with the City of Carlsbad regarding property described as That portion of Lot 18 of Seaside Lands, in the County of San Diego, State of California, according to Map thereof No. 1722, filed in the Office of the County Recorder of San Diego County, July 28, 1921, lying Westerly of the Westerly line of that State Highway right of way conveyed to the State of California, by deed recorded August 20, 1934 fai Book 316, Page 309 of Official Records (identified as Assessor's Parcel Number 155-200-13-00) a Conditional Use Planning Division, ("the Property"); and WHEREAS, said verified application constitutes a request for Permit as shown on Exhibits «A" - «AB" dated May 2, 2012, on file in the HOME PLANT LIFT STATION AND FORCE MAIN REPLACEMEN^ ~ CUP 11-02, as provided by Chapter 21.42 and/or 21.50 ofthe Carlsbad Municipal Code; and WHEREAS, the Planning Commission did, on May 2, 2012, ijold a duly noticed public hearing as prescribed by law to consider said request; and WHEREAS, at said public hearing, upon hearing and considering all testimony and arguments, if any, of all persons desiring to be heard, said Commission considered all factors relating to the CUP. 27 28 NOW, THEREFORE, BE TT HEREBY RESOLVED by the Planning. Commission of the City of Carlsbad as follows: A) That the foregoing recitations are tme and correct. 5 B) That based on the evidence presented at the public hearing, the Conunission APPROVES HOME PLANT LIFT STATION & FORCE MAIN 6 REPLACEMENT - CUP 11-02, based on the following findings and subject to the following conditions: Findings; 9 1. That the requested use is necessary or desirable for the development ofthe community, and is in harmony with the various elements and objectives of the general plan, including, 10 if applicable, the certified local coastal program, specific plan or master"plan, in that the proposed sewer lift station and appurtenances are needed to ensure adequate provision of sewer service Into the future and will protect the quality of the lagoon 12 ai>d sensitive habitat in the area by installing modem equipment and increasuig the emergency storage capacity. 13 2. That the requested use is not detrimental to existing uses or to uses specifically permitted ^4 in the zone in which the proposed use is to be located in that the existing sewer fif^^*^ 2^ station has been in operation on the site for the past 50 years and has not been detrimental to the existing uses or uses specifically permitted fai the zone. The 16 appurtenances and sewer force main are either at grade or below grade and will not impact any of the surrounding uses. The sewer lift station is a public utility facility 17 that is not open to the general public. The facility Is surrounded by the railroad tracks to the east and south, sensitive habitat to the north and roadways to the east 1 o 19 3. That the site for the proposed conditional use is adequate in size and shape to accommodate the yards, setbacks, walls, fences, parking, loading facilities, buffer areas, 20 landscaping and other development features prescribed in this code and required by the City Planner, planning commission or city council, in order to integrate the use with other uses in the neighborhood, in that the proposed sewer lift station and appurtenances 22 proposed fai the O-S zone, which contains only one specific development standard, a 25-foot maximum buildfaig height unless a higher elevation is approved 23 by a CUP issued by the Planning Commission. The tallest structure will be 13 feet and the remafaifaig structures are at or below grade. The existing sewer lift station is 24 located in the R-A zone and complies with the zoning requirements of that zone. 25 Landscapfaig is provided in accordance with the City of Carlsbad Landscape 26 Manual. Native landscaping wiU be used around the perimeter of the site to reduce the visual impacts of the existing and proposed above grade stmctures. That the street system serving the proposed use is adequate to properly handle all traffic^ generated by the proposed use, in that the project will not generate any additional PC RESO NO. 6878 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 traffic, sfaice there is an existing sewer lift station that is currently serviced by one maintenance vehicle per day, and this will not change. Conditions; Note: Unless otherwise specified herein, all conditions shall be satisfied prior to the issuance of a Notice to Proceed or commencement of construction, whichever occurs flrst 1, 3. 4. 6. 7. If any of the following conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained accordmg to their terms, the City shall have the right to revoke or modify all approvals herein granted; deny or further condition issuance of all future building permits; deny, revoke, or. fijrther condition all certificates of occupancy issued under the authority of approvals herein granted; record a notice of violation on the property title; institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation. No vested rights are gained by Developer or a successor in interest by the City's approval ofthis Conditional Use Permit Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications to the Conditional Use Permit documents, as necessary to make them intemally consistent and in conformity with the final action on the project. Development shall occur substantially as shown on the approved Exhibits. Any proposed development, different from this approval, shall require an amendment to this approval. Developer shall comply with all applicable provisions of federal, state, and local laws and regulations in effect at the time of building permit issuance. Developer shall submit to Plannfaig Division a reproducible 24" x 36" mylar copy ofthe Site Plan reflecting the conditions approved by the final decision-making body. Developer shall include, as part of the plans submitted for any permit plancheck, a reduced legible version of all approving resolution(s) in a 24" x 36" blueline drawing format (including any applicable Coastal Commission approvals). This approval is granted subject to the approval of CDP 11-07 and is subject to all conditions contained in Planning Commission Resolution No. 6877 for that other approval incorporated herein by reference. This approval shall become null and void if the Notice to Proceed is not issued or commencement of constmction does not occur within 24 months from the date of project approval. 8. CUP 11-02 shall be reviewed by the City Planner annually to determine if all conditions ofthis permit have been met and that the use does not have a substantial negative effect on surrounding properties or the public health, safety and general welfare. If the City Planner determines diat: 1) the Conditional Use Permit was obtained by fraud or misrq)resentation; or 2) the use for which such approval was granted is not being exercised; or 3) the Conditional Use Permit is being or recently has been exercised PC RESO NO. 6878 -3- 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 contrary to any ofthe terms or conditions of approval or the conditions of approval have not been met; or 4) the use for which such approval was granted has ceased to exist or has been suspended for one year or more; or 5) the use is in violation of any statute, ordinance, law or regulation; or 6) the use permitted by the Conditional Use Permit is being or has been so exercised as to be detrimental to the public health, safety or welfare or so as to constitute a nuisance, the City Planner shall recommend that the Planning Commission hold a public hearing and after providing the permittee the opportunity to be heard, the Planning Commission may revoke and terminate the Conditional Use Permit in whole or in part, reaffirm the Conditional Use Permit, modify the conditions or impose new conditions. 9. This Conditional Use Pemiit is granted without an expiration date. This permit may be revoked at any time after a public hearing, if it is found that the use has a substantial detrimental effect on surrounding land uses and the public's health and welfare, or the conditions imposed herein have not been met. PASSED, APPROVED, AND ADOPTED at a regular meeting ofthe Planning Commission ofthe City of Carlsbad, Califomia, held on May 2, 2012 by the following vote, to wit: AYES: Chairperson Schumacher, Commissioners Arnold, Black, L'Heureux, Nygaard, Scully and Siekmann NOES: ABSENT: ABSTAIN: MICHAEL SCHUMACHER, Chairperson CARLSBAD PLANNING COMMISSION ATTEST: i2i DON NEU City Planner PC RESO NO. 6878 -4- CMWD 85-604 CMWO 85-604 «>{<! WALL MOUHTEP 5fiB pgtAlu a PgTAlU r I eee PETAIU iiC>U^lW6 AWAY ffiCW e>7/M(P3 POC* -fe) MATCH VmJL SBAlAMt 6ee oerwL fcEC PfiTAlL COAUTAK C<JAYjHi& Of WITH CAP 606 D&TAIU tV 'ill M<U IP- fJPC, CAP J>Ot» eMD6 40 <peAiiJ ffiJM ^ NO 5CAL€ &AtV APTEft PABl?ICAtlCW ORY WELL STAIRS lO>tZ& BEA»X SECTION H0D^HJ6 AWAY f^OM -^fTAI^ MCXXrrep HAUC>&«L ^^^(Ot CCKXJ^IIOU fV3R WAUL MOUNTED HAWDKAIU eee DETAIL 6EB peTAIL PftTAlU ^ <* V/ «x 2<? t^AM To COMMINUTOR ROOM STAIRS SECTION ys 12. MOTOR ROOM PLAN 'AS BUILT" . EXP. , AUMREN a KOfTfONAK,J«C. SHtCI 12 CITY OF CARLSBAD CHOiNECItmO fylUmUKHt SKCETI 20 AUMREN a KOfTfONAK,J«C. HOME PLANT SEWAGE PUMP STATiON 16* HOME PLANT SEWAGE PUMP STATiON 16* STAIRWELL SECTIONS ANO DETAILS I , _ 16* STAIRWELL SECTIONS ANO DETAILS I , _ 16* 16* 16* 16* DATE BY OeSCKIPTJON ^BO^eCT NO. 3299 CAAWKee NO. 3i5-a 16* . ^BO^eCT NO. 3299 CAAWKee NO. 3i5-a CMWD 85-604 4^4' L sr. - • 4 Awov))? COLT (TfP op a> eiOE ELGVAtlOM DETAIL 6' LO)i?« (TYP OF 4)-^ < W fey.2C> BEAM etevATioN PLAKJ DETAIL WO scAte V 13 •«/4'^ U-60UT6 am 'V/iij'cJ BOLT (rTP) 4- MIU ELPVATlOb4 DETAIL NQ »CALC 13. 15 5* lOwa t>£A},< ay mHPRAlL r--v-J*l'^COLt Vf* tHKK. eTL flAT£-<3AW Al^-flEl! fAtlflCAtiOU % V BOLT FfiOKir EL&VATIQjj_ eiPe KLEVATtOH aRATiMa DETAIL liO SCAtE DETAIL /T W IP* 2* eg AM— 11 O (IH (I Hfl O i O 1 potts &gAM WIP^44i 0KH.t EM&ep -if AWHJT 2- *4 W 6x eeANt ill 6' FRONT ELBVATiOis} 2'W4 DETAIL /_8 eU&VATloH 6e.CTION A-A HO SCALE 13 ^IPe BU&VATIOM I'i'aEAR. ALMCREN a KOPTIONAK, IHC. 13 DETAIL NO SCALE ALL DfiT? Af!e -^a'^ u.N-a 13 CITY OF CARLSBAD SHEETS 20 CMWD 85-604 CMWD 85-604 tooA cu GUP frU2> i*y jNt ^ 4<5 oouourf fo rws oa TPAiJOfoeMI-jS KA<:^0 f59^ V?.COO A?>YM e<»A <»eoY«77Vr *'t>4W ROOF HOOD 4«OY/277V. ft4.4W. BMSAVieft MARK DESCRIPTION MANUFACTURER MODEL MATERIAL NECK SEE CFM MAX SP LOSS DAMPER 1 ailAKi Hoop ALUM 2 WfAKC HCOP ALUH 14» 14 (3 EXHAUST FAN MARK AREA SERVED MANUFACTUREft MODEL CFM ESf» 90NES AT 0" BAROM CAMPft WIRE SCREEN DRIVE t ComiUUTOR V4 Yfie> FUMP JioOM 0.1 v* l£rl Y60 ef'l 6HALL HA iJaii&t tpf Of OiS^ -» 86 IML. TArti; OJe(r A-i* BtoP ro MAIiyH goof etjOpt, fUfUl^iH l^-fAf ROOF HOOD DETAIL NO SCALE \AWA&L6 POV£-— sewAofc fAD6L 2oeY/l2<PV •>*4W PCY 1Yf£ CLA*»6 "K" ccajrrfiOL ft>wf-e) 200A OJ GUP UCX.AT6P ttJ L /=U^UI*)K AiL tWAUST f Axh WITH Brt;P*>Ctt6U, PKe'<=A5 5. PJ^Wipg TieAM&rTlPM see e>E<^rjpw CU^ (M)U It* HI6H) DOCI EXHAUST FAN DETAIL f'^ HO SCALE COMMIUUT&g HY(?KAUUC uMir • SiNGLELINE DIAGRAM 4« <j» -^'^ L j' 1.1 OltU5 OJ LOW V^T V*U fiju Tme r^fe*: tcmflKi^ DiA6«AM Uut^> 'il.^'t 'SHi.Vf PUMP MOTOR SCHEMATIC DIAGRAM WIUCOW-——— GEMOTE 6!i£iJi:£ «4i<:rt . a)*'M TMI4U MVftfoi l*plU rtlAY i TO H(tX*»« AOJULAU 'ifAjC^ ALA/M PCo6£' CO t61y^ mifi. WAa'sX^LKiC* * 0 p£tAlL ^eMOti Ham Z4 V »OLATlOlJ Tgwjjjf^cxfKi: VAR1A0LE pueecuEHc-Y PRh/e fUMPH 1 VXTA6£ MPUrfO^ l&XATlOU VAR1A0LE pueecuEHc-Y PRh/e fWP«2 <*aj6LW COUTfiPt i l&XATlOU VAR1A0LE pueecuEHc-Y PRh/e <*aj6LW COUTfiPt i TRAmft><Mer VAR1A0LE pueecuEHc-Y PRh/e 1 CCWTJtot, LOG*: VAR1A0LE pueecuEHc-Y PRh/e 1 CCWTJtot, LOG*: VAR1A0LE pueecuEHc-Y PRh/e C<JMM0JU5£X ewifcH «LA^) rt4*» 1 t/^K^I 1 t& 1 PUMP CONTROL PANEL PCP EQUIPMENT ELEVATION LEAK DETECTION SCHEMATIC WIRE DIAGRAM (a«i4 -iHwu-^fi* rvc I LtAJi P£(&1S3^ MOPUU 'PHALL hef0>AP 6Q11AL. 2. f?i?iS* «tt.ccwTA<:t« ceMCf IP fT^OfS^AMHAaifCa/Ti^^LLK <^lU6Lfc AtA<H <3»Jt.V). ^.CACH ALAfM M«7UL£ OHAU. g6 LA^P. ALMGREN a KOPTIONAK. IfiC, COHSULTINO CNSINEfRS Ml 0ESC>H»TIOH flEVISIOHS AM>'0 JKCET 16 "AS BUILT" OATE CITY OF CARLSBAO Eh6lWCt«rH0 DCfiWTMEWt SHEET* 20 HOME PLANT SEWAGE PUMP STATION ELECTRICAL DETAILS AND DIAGRAMS CMWD 85-604 LEGEND 25 ISO. IX. fi^v& $KS^^L fHX.\i3& VISUAL tlM6 paAYou tUgtolZAtlOU TlMt «LAY 0{J CU»IU6 AWAjuA^Y r«Kii<«; *<iAag<; CCUTN^I caAY U5tp OU ime 25 -<^tAy I/JCP <3U LuJt: itorMAu-Y orgu uojtMAuY ct,<p;>ep Mcrjpjf ertKU. HAv6 #wtf'ijJ THtTMAL CNifXH^P MAJJUAL OUUtH-C)U HAIL (6.>*14 IHOU "HWJP'Off.-AOfc'* ^ ftJ^lflCX] MAlUlAJUtP 5£L eWlTtH lU I I 4 6 O 1 & *? K> U 12 rt 14 l5 P ed i\ U th Vt £*i*JAL PtoM tUf«Lfe ,6Y5I16M VIA f^ffy A-PUC^ of6u5<»ex<. Tl —II !{. (Jl TP6 tPC TiM^c j^<:^p lb fuetjct w£t waL fW^5> DOUf ALL ^tACT t)C^1H&< EXHAUST FAN SCHEMATIC DIAGRAM lue «>"%gc ^uae? A-i MAOTf^ (mw * ^Tuey H-AU^ fuy*2 ft i-tx^g Aft MK^TK aVr-W'l 1^5 —0— —fl to I'UM/'^IM'WJX -HI if T4 -HI @- -a- X ^TAer 6TAUC78Y <fU<«"^) ®- HlfiHWETWgLLLEVeL- M,tJ 61>>«" 91AUDJW <AJM/'*0 £1 TiMat <!tec TO AUXW HA coiTAcr aose* cw LtW WM WELL LtVBL— 11^ COWTACt C«*B& WHEH WATER P6T&CTEP IH PJ?/ WCLL - HA (OrffA/^T CtC>5E& 0« ^ tOmMxmX. FAILURE » JT ?d fZ> 40 41 451 4^ A4 4* 0CW1A61 |U C£U. nXJUUClMO^ PI —1»- ^THj^^ fAK.0 TO WCr Kt2. ^ fur SvT"^ PAlt<!V 1& MAJtf -WO. COUTACT ClO^tt OJ HkiH wef wat Leva - wo. COUTACT CU>^6 OU LOW VXrt W£lL LfeVtL —UA COUTKt Oc^^ft CU to^»« vf Ate etmY •H-6H WATER PRY WELL' 'IPC A1.^ "TPC IPC. 15 K> PUMP CONTROL SCHEMATIC DIAGRAM HisH wet tJfU- ALAfM ICVi l^T VJOL ALA»1 MASTER ALAKM —AUT&MATTC piAi£e / OU fOMf of AIASM OJAMfrtAtfc fi&3tJ ftps . £M:H ALAJtM LJ(3Hf-ff) *10W f*t l^LL L£vtL' 'cctricAL LOW LCVSL 'wwEAperecieDiH pf;Y K^UL* •CdMMiMUTPit FAILURE* THI4 eoicMAft:. t?tA6eAM iua)£:Al£5 A>Mf ooufftx^ A AW^hft ttomaMgufe ChJi.Y. Aoo vxDtA \yrt tdifd *^c.\f\C, noc^KAWitJG efquti^M^wi'b. ir TH^ cojjrftAcic»f:'^> ggWJUOlftLrfY Ti? fU<5U^ Aa OCuHftX ^^ATU^fo 'crt?WfJ A«g HJ0Pi?ft>6M&> IUi» TH6 flUAL pd. rflOGf^AM. (2^*14 THt«W CU f-^-—-cartAL UXJ L£vfL4 Lew _ L£V^ fua MA<!M CCVI>^ U PAY TAUK Wl HAJJUJ>£Tl)^e>' KI^CjOiegMft/ft> * ^tAl^6 ooukifcTicu^. GENERATOR CONTROL SCHEMATIC WIRE DIAGRAM V 656. rti£MAUUfivrti«&o •wf! ccNit ^WTHl:£ACft? njowxn -4"' ftXiDO uf JUUiTlOJ STROBE BEACON DETAIL NO 5CALC VOLTA0EjeQZ2£a&_3»,4W BUSSIN5__i2 A A i ^ p,OOP CIRCUIT DESCRIPTION PAMEL lUTtflOg LViHflO& M • 1 €i?AC^ on:/ - - ** B •am TOTAL •* . . TOTAL LOAD . fly>{ WATTS AT_JWL/_1S^V.3*,4W»_S6^AMPS HIGH PHASE* -^"no WATTS AT MO V.lf. t AMPS 'AS BUILT" ftcE W-VttKEP frYi IKSPECTOH PAIE ALMCREN.a KOPTIONAK, MC. CONSULT we CNOmCBS « OCCUIT a?UTft3UiP *Y fHPlO c£t.L, ^WUU7 M>vi ftSC* fAciUS UO/TIVl nEVIStpH Ci^CftlCItOH 5MEtT \7 CITY OF CARLSBAD EN»INE{AIH« OEfAHTMtMT SHEtTJ 20 HOME PLANT SEWAGE PUMP STATION ELECTRICAL DETAILS ANO DIAGRAMS KE D«.t{ MOJECT M ^2 00 tA«n>M MO. jU-g—n-l'"" mil l.l—yi I IIS CMWD 85-604 . JS 60USAMVILLEA 'SA^ DIFRn RED* S^ALT* 19 [EUCALYPTUS 610BULUS •CQMPACTA' 5 &AL.j DWARF 8Lue GUM LANDSCAPE PLAN CMWD 85-604 (L) IRRIGATION LEGEND SYMBOL MANUFACTURER DESCRIPTION MODEL PSI B WATER METER 0 RAIN61RP COmROLLER RCM- 49 RAINBIRD REMOTE CONTROL VALVE 125-63 © ® RAtNBiRD NIBCO aUICK COUPLEI^ BALL VALVE (LINE 5iZE> 44 RC T-585 M V/ILKtNS PR£$SURE PESULATOR 500 YSPR N PEBCO PCED. PRESSURE BACKFLOW a2SY 0 RAINBIRD 3TREAM SP/?AY »30O ISH-5LA 30 1.61 O fVvlNBlRO STRtAW BUBBLER I60O PVC SCHEPULE 40 PRESSURE LINE BURY 16'. 6^hB 3C> LOO RAINBiRP STREAM SPRAY 1500 PVC SCHEDULE 80 SLEEVE IBF-SLA 30 3ZZ NOTES J. IRRIGATION PESION 15 OlAGRAMMAiTlC. PRECJSe LOCATIOM OF IRRIGATION SYSTeM SHALL ee. FIELD ADJUSTED TO ACCOMK^OpATe MINOR Srr£ VARIATIONS. WJOP. OlSGREfANCIEB 5»<ALL PC KEPORTtP rO TUB CITY BEFORE rROCepDINd. 2. INSTALL ALL SPRlUKLER HEAPS SO AS NOT TO SPRAY ONTO ANY PAVED,WALL.OR WINPOW AREAS. 3. PRCJVIC* euEEVE UNPER PPWEVKY AREA. etpeVE TO BE SCHEPUUE OO PVC, TWO TIMES TrtE PCAMETER OF mRieATlOH LtNE. 2* PvC V/ATERUlNe EX. WATER rtETER ANO 1' IRRI6 LINE aiAtN LINK FSNce l^30 GPM ? I'A-VALVE AC eSRM CA|RLSSAO CMWO 85-604 (L) r rfsfl^ 1 j BACKFLOW PREVENTER In PPU&LE *3vJng& L<^rH:e 3) fiftW ' -cm eoaicAW li' B GATE VALVE htjLt «:»• "Js-r. 3 fiw " "r- > VI n< Ml ^^^'a^ It It <i«ll i u«i ^v M «>j>o AUTOMATIC CONTROL VALVE -r I »IM»<Pt»M>»«(« icil Mtt Uuil. «•« <• »n Itk. Hfll. WIS' H« «« «1U|> ^VUt llSlk-iLt . vm Vl ir» nil <3>.-?<«rtl, llf iSi!» id»« in« 111 rn i n. ••> • «• M» »«< (fTIIO l"IJ«. run fi«e< tn ocinrxt. «<i»irio. -ri'iu tux -vvL imiii, c>cMi>«i If »iK:>» Vltrt Mil AUTOMATIC CONTROLLER E POP-UP SHRUB HEAD SHRUB G TREE (UP TO 15 GALLON SIZE) APPENDIX D As BUILT DRAWINGS: EXISTING PUMP STATION APPENDIX E DOOR HANGER SAMPLE, CONSTRUCTION NOTIFICATION APPENDIX "E" CITY OF CARLSBAD ROAD WORK ASC CONTRACTORS OFFICE # (760)XXX-XXXX FIELD # (760)XXX-XXXX MODIFY AS APPROPRIATE FOR SPECIFIC PROJECT DESCRIPTION AND NEED. Dear resident: As a part of the City of Carlsbad's ongoing program to maintain its streets, your street will be resurfaced with asphalt concrete over the existing roadway surface. This construction will require the closing of your street to through traffic for one day. Your street, from XYZ St. to DEF Ave. will be closed to through traffic and resurfaced on: MON; TUB. WED. THU. FRI. DATE: XX/XX/XX from 7:00A.M. to 5:00 P.M. If you don't plan to leave your home by 7:00 A.M. on the above date please park your car on an adjacent street in your neighborhood that will not be resurfaced. Streets scheduled for resurfacing can be determined by calling either the Contractor or the City of Carlsbad's Project Inspector. When walking to and from your car, remember not to walk on the newly overlaid street or you will have black residue on the bottom of your shoes. Please do not drive, walk on, walk pets, play, or skate on the newly overlaid asphalt. Also, please refrain from watering your lawns, washing cars, etc., approximately 6-8 hours after the asphalt is laid as running water will cause damage to the new surface. ABC is the Contractor that will be performing the resurfacing work for the city and you may call them at the above phone number if you have any questions regarding the project. Resurfacing of your street will not occur on the day your trash is collected. Mail delivery may be delayed if the postman cannot reach the mailbox that day. If you have a moving company scheduled for that day please call and inform the Contractor of the date. If you have any concerns which cannot be addressed by the Contractor, you may call the City's Project Inspector @ (xxx) xxx-xxxx. Thank you for your cooperation as we work to make a better City of Carlsbad. Revised 03/21/12 Contract No. 5509 Page 167 of 167 APPENDIX F SAMPLE PROJECT SIGN 3" •PAINT FRONT ft BACK OF SIGN WITH ONE COAT WWTE PRIMER ft TWO COATS GLOSS WHITE ENAMEL BORDER ft LETTERING WITH GWSS BUCK ENAMEL -1/2' DM X 5' LAG BOLT WITH WASHER, 6 REQUIRED, DRIU. PIU3T HOLES IN POSTS 9/4' STRUCTURAL 1 DOUGLAS FIR A-C PLYWOOD, TOUCH SANDED EXTERK)|l GLUE pflTY OF CARLSBA HO^ElPLANT SEWER LIFT STATIOI^jAND FORj:^|MAIN REPLACEMENT PROJ.|p509 I r I CONT|?Mr|T)R: I I I PROJECT SIGN 4^ 1'-8' r-6" PLOTTED BY: S(X>TT EVANS PLOT DATE:8/29/12 PATH:C:\UTnjrnES DEPARTWtf\DEaGN aVISION\BISK(JP\PROXCT-SIGN.DWG APPENDIX G SWPPP SUPPORTING INFORMATION at Construcfion S^PF standards Introduction 3.1.1 Background Information The Construction Storm Water Pollution Prevention Plan (SWPPP) standards and requirements described herein were established to ensure construction compliance with the City of Carlsbad Storm Water Ordinance and the Municipal Permit, as issued by the Regional Water Quality Control Board for the San Diego Region (see below for Municipal Permit reference details). This chapter must be used in conjunction with other chapters of this manual to ensure full compliance with both construction and post construction storm water requirements. This chapter addresses the need for temporary Best Management Practices (BMPs) during construction activities to minimize the mobilization of pollutants such as sediment and to minimize the exposure of storm water to pollutants. Pursuant to Titles 11,15 and 18 of the Carlsbad Municipal Code, all construction activities within the City, whether the City issues a construction permit or not, are subject to the provisions ofthe standards and requirements ofthis manual. The water quality protection measures and construction procedures described in this chapter ofthe manual are intended to ensure construction activity compliance with the following State and Regional water quality permits: Municipal Permit -more particularly described as San Diego California Regional Water Quality Control Board San Diego Region Order No. R9-2007-01, NPDES No. CAS0108758 Waste Discharge Requirements for Discharges of Urban Runoff from the Municipal Separate Storm Sewer Systems (MS4s) Draining the Watersheds of the County of San Diego County, the San Diego Unified Port District, and the San Diego County Regional Airport Authority and any amendment, revision or re- issuance thereof; and, General Construction Permit - more particularly described as NPDES General Permit for Storm Water Discharges Associated with Construction Activity, Water Quality Order No. 99-08-DWQ, NPDES No. CAS000002, issued by the State Water Resources Control Board (Construction General Permit), and any amendment, revision or re-issuance thereof; and, General Linear Utility Permit - more particularly described as NPDES General Permit for Storm Water Discharges Associated with Construction Activity from Small Linear Underground/Overhead Projects, Water Quality Order 2003-0007 - DWQ issued by the State Water Resources Control Board, and any amendment, revision or re-issuance thereof. 1 Construction SWPPP Standards and Requirements Rev 6/4/2008 3.1.2 Standards Applicability to Construction Projects All construction activities in the City of Carlsbad are subject to the requirements of the Municipal Permit. Construction activities that meet one or more ofthe following criteria are additionally subject to the requirements ofthe General Construction Permit. Construction activities that: 1) Disturb one or more acres of land area; 2) Form part of a larger common plan of development that encompasses one or more acres of soil disturbance; or 3) Have the potential for significant water quality impairment. The General Construction Permit does not apply to routine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of an existing facility, nor does it include emergency construction activities required to protect public health and safety. Developers/owners/contractors should confirm with the San Diego Regional Water Quality Control Board (SDRWQCB) staff whether or not a particular routine maintenance activity is subject to the General Construction Permit. Construction of small linear utility facility projects that are not subject to the General Construction Permit are subject to the requirements ofthe General Linear Utility Permit. This includes but is not limited to construction of any conveyance pipe for transportation of gaseous, liquid, liquescent or slurry material; any cable line or wire for the transmission of electrical energy; any cable line or wire for communications; and, associated ancillary facilities. Developers/owners/contractors should confirm with the SDRWQCB staff whether or not a particular underground or overhead utility construction project is subject to the General Linear Utility Permit. 2 Construction SWPPP Standards and Requirements Rev 6/4/2008 3.2 Oonstruction SWPPP Requirements and Approval Process 3.2.1 Construction SWPPP Tier Levels Every construction activity within the City that has the potential to negatively affect water quality must prepare a construction storm water pollution prevention plan (Construction SWPPP) whether or not the City issues a construction permit for the activity. To ensure compliance with all the various State and Regional permitting regulations, the City established a three-tiered system for the preparation of Construction SWPPPs. The tiers range from Tier 3 representing the highest threat to water quality to Tier 1 representing the lowest threat to water quality. The threshold triggers for each of the three tier levels are generally described below together with a reference to the applicable Construction SWPPP standards. Tier 3 - Construction activities that impact one or more acres (individually or cumulatively through phased construction) or that, regardless of size, pose a significant potential for storm water quality impairment must prepare a Tier 3 Construction SWPPP in conformance with the standards and requirements of the Construction General Permit and City Standards. Tier 2 - Construction activities that Impact less than one acre and that pose a moderate threat to storm water quality must prepare a Tier 2 Construction SWPPP in conformance with City Standards. In the case of small linear underground/overhead utility projects, the project must also demonstrate compliance with the General Linear Utility Permit. Tier 1 - Construction activities that impact less than one acre and pose a low threat to storm water quality must prepare a Tier 1 Construction SWPPP in conformance with City Standards. In the case of small linear underground/overhead utility projects, the project must also demonstrate compliance with the General Linear Utility Permit. Exempt - Construction activities that pose no threat to storm water quality are exempt from the preparation of a Construction SWPPP; however, the construction activities must still comply with ali construction BMPs required pursuant to Title 15 of the CMC and these standards. 3.2.2 Determination of Construction SWPPP Tier Level The worksheet entitled "Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level", attached as Appendix A, shall be used to determine the appropriate tier level of Construction SWPPP for a proposed construction project. The worksheet Is also used to determine whether the project is exempt from Construction SWPPP requirements. The completed worksheet shall be submitted with applications for each construction permit submitted to the City including building permits, grading permits and right-of-way permits. 3 Construction SWPPP Standards and Requirements Rev 6/4/2008 To make a determination, the project reviewer starts with the assessment criteria located at the top of the worksheet along the left hand column and works downward through the various threat categories and assessment criteria. At the first point where the proposed project makes a match with the assessment criteria, a check Is made in the box next to the criteria. The tier level listed in the right hand column in the same row as the selected assessment criteria is the required Construction SWPPP Tier Level for the project. If none of the boxes in the Significant, Moderate or Low Threat Project Assessment Criteria categories are checked, then the project is exempt from the Construction SWPPP requirements. Proposed construction projects may be considered categorically exempt from the Construction SWPPP requirements when, and if, the project only requires issuance of one or more of the construction permit types shown on Tablel below. Exempt projects must still comply with all storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and City Standards. If in the opinion of the City Engineer, an othenft/ise exempt project is, or potentially could pose, a threat to storm water quality, the City Engineer may require preparation and implementation of a Construction SWPPP at a tier level commensurate with the storm water threat Tablel City Construction Permit Types Exempt from Construction SWPPP Requirements Electrical Permit Patio Deck Fire Additional Permit Plumbing Permit Fire Alarm Permit Sign Permit Fixed Systems Permit Spa - Factory Made Mechanical Permit Sprinkler Permit Mobile Home Permit Water Discharge Permit Re-Roofing Permit Water Discharge Permit Cautionary Note - The Project Threat Assessment Worksheet represents the project proponent's assessment of the threat posed by a proposed construction project. City staff has responsibility for making the final assessment regarding the need for and tier level of Construction SWPPP required The City staff decision is made after submission of the plan review application. A staff determination that the construction plan review application is subject to the preparation of a Construction SWPPP, or is subject to more stringent Construction SWPPP requirement than initially assessed by the applicant (project proponent), will result in the return of the plan review application as incomplete. If applicants are unsure about the meaning of any of the assessment criteria described in the worksheet or need help in determining how to respond to one or more of the assessment criteria, they are strongly encouraged to seek assistance from Engineering Department Development Services staff prior to preparation ofthe Construction SWPPP and submission for construction plan review. Construction SWPPP Standards and Requirements Rev 6/4/2008 3.2.3 Qualified Persons to Prepare a Construction SWPPP The project proponent is responsible for preparing the appropriate tier level Construction SWPPP. Tier 2 and Tier 3 Construction SWPPPs shall be prepared in accordance with the requirements of this manual. All Tier 2 and Tier 3 Construction SWPPPs shall be written, amended and certified by a Qualified SWPPP Preparer. A Qualified SWPPP Preparer shall have one of the following registrations or certifications: 1. A California registered civil engineer, 2. A California registered geologist, 3. A California registered landscape architect, 4. A professional hydrologist registered through the American Institute of Hydrology, 5. A certified professional soil scientist registered through the Soil Science Society of America, 6. A certified professional in erosion and sediment control registered through Certified Professional in Erosion and Sediment Control, Inc., 7. A certified professional in storm water quality registered through Certified Professional in Erosion and Sediment Control, Inc., or 8. A certified professional in erosion and sediment control registered through the National Institute for Certification in Engineering Technologies. Any hydrology or hydraulic calculations, soils reports or geotechnical reports prepared In support of a Tier 2 or Tier 3 Construction SWPPP must be prepared by a professional engineer with appropriate registration qualifications issued by the State of Califomia. The City Engineer may approve alternative means for establishing the certification of a Qualified SWPPP Preparer for Tier 2 or Tier 3 Construction SWPPPs upon submittal of a letter by the project proponent requesting approval of an alternative certification and presenting due cause why such alternative certification should be considered. Projects requiring a Tier 1 Construction SWPPP shall use the City's Tier 1 Construction SWPPP Standard Template attached as Appendix H. No special qualification is required to prepare a Tier 1 Construction SWPPP. 3.2.4 Storm Water Certification Forms For non-exempt projects, the project proponent must submit a certified Construction SWPPP (of the appropriate tier level) concurrent with any application for construction plan review Including submittals for building plans, public and private Improvement plans, grading plans, blasting plans, demolition plans, landscape plans and plans for right-of-way construction activities. 5 Construction SWPPP Standards and Requirements Rev 6/4/2008 ^ In addition to any other required construction plan review application submittal ^ requirements, the project proponent must submit a completed and signed Storm Water Compliance Certification statement on the form prescribed in this Manual. A separate certification form is used corresponding to each of the three Construction SWPPP tier levels and for exempt projects. Copies of the required Storm Water Compliance Forms for Tier 2 and 3 Construction SWPPPs and for exempt projects are attached as Appendix B. The Storm Water Compliance statement for a Tier 1 Construction SWPPP IS incorporated Into the City's standard form Tier 1 Construction SWPPP attached as Appendix H. After submittal of the application. City staff will review the Storm Water Compliance statement and either note concurrence with the proponents threat assessment at the bottom right hand corner of the Storm Water Compliance Form or reject the application as incomplete and return the application submittal package with a written explanation why the project threat assessment should be changed. See Cautionary Note in Chapter 3.2.1 above. 3.2.5 Project Threat to Storm Water Quality Before a project construction permit can be issued for any project not found exempt from the Construction SWPPP requirements, a project's perceived threat to storm water quality must be determined. The Municipal Permit mandates that the City provide '"spection commensurate with a project's perceived threat to storm water quality. The assessment criteria used to determine a project's perceived threat to storm water quality w IS not the same as the assessment criteria used to determine the tier level of Construction SWPPP for a project. The worksheet entitled "Construction Threat Assessment Worksheet for Determination of Project's Perceived Threat to Storm Water Quality", attached as Appendix C, is used to determine the appropriate perceived threat to storm water compliance for a particular project. The projects perceived threat to storm water quality relates to the frequency of storm water compliance inspections required under the Municipal Permit and Is one of the factors used to determine the City Construction SWPPP inspection fee. For more detailed information on storm water compliance inspections please refer to Chapter 3 4 of this manual. 3.2.6 Tier 3 Construction SWPPP Requirements For projects that result In the disturbance of one acre or more of soil (individually or cumulatively through phased construction) and/or are determined to have a significant potential for water quality Impairment, a Tier 3 Construction SWPPP shall be prepared in accordance with the requirements of the General Construction Permit and these standards. 6 Construction SWPPP Standards and Requirements Rev 6/4/2008 3.2.6.1 Required Elements for Tier 3 Construction SWPPP A Tier 3 Construction SWPPP must contain all ofthe elements required by the General Construction Permit, the Municipal Permit and these standards The TIER 3 CONSTRUCTION SWPPP REQUIRED ELEMENTS CHECKLIST, attached as Appendix B, provides a complete listing of the required elements for a Tier 3 Construction SWPPP together with the regulatory source for each listed element The checklist utilizes the same formatting as the checklist prepared by the State Water Resources Control Board entitled STORM WATER POLLUTION PREVENTION PLAN AND MONITORING PROGRAM CHECKLIST modified to include elements required by the Municipal Permit and these standards. The checklist Is provided as an aid to those unfamiliar in the preparation of a Tier 3 Construction SWPPP. It is a comprehensive list of Issues a SWPPP preparer must consider during the development ofthe document. Many sites, especially small construction sites, will not need to address some ofthe listed elements because they are not relevant to the site, the construction activities planned, or the construction materials used. The list allows the preparer to consider the applicability of the element to the specific circumstances ofthe site, and then determine to what extent the element should be addressed in the SWPPP. The elements In the checklist are derived from Sections A, B, and C ofthe General Construction Permit, Section D.2. ofthe Municipal Permit, and these standards The specific regulatory permit or City Standard chapter Is listed in the second column The third column indicates the page number(s) In the SWPPP document where the line item element is addressed. If the required element Is not applicable to the specific project then N/A should be noted in the fourth column. The fifth column Is a space to note the scheduled date where any specified BMP elements will be implemented. The use ofthis checklist does not guarantee compliance with the General Construction Storm Water Permit or these standards. Additionally, using the checklist to generate a Tier 3 Construction SWPPP is not a substitute for knowledge ofthe permit requirement. The checklist serves as a guidance document only. A site specific Tier 3 Construction SWPPP must be combined with proper and timely installation ofthe BMPs, thorough and frequent Inspections, maintenance, and documentation. 3.2.6.2 Required Format for a Tier 3 Construction SWPPP A Tier 3 Construction SWPPP shall be formatted In accordance with the SWPPP template Included In the latest version of the "California Stormwater BMP Handbook Construction" prepared by the California Storm Water Quality Association (CASQA). As an alternative, the developer may use the Construction SWPPP format presented in the latest edition of the ''Stormwater Pollution Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP) Preparation ManuaT prepared by Caltrans. The developer/owner/applicant must request approval for the use of the Caltrans format prior to submittal. 7 Construction SWPPP Standards and Requirements Rev 6/4/2008 As an aide to the preparation of a Tier 3 Construction SWPPP document, the preparer may utilize the 77er3 CONSTRUCTION SWPPP CASQA FORMAT CHECKLIST (CASQA SWPPP Checklist) included In Appendix C. The Tier 3 CASQA SWPPP Checklist is used by the City during Its review of the Tier 3 Construction SWPPP documents. The use ofthe checklist does not guarantee compliance with the General Construction Storm Water Permit or these standards. Additionally, using the checklist to generate a Tier 3 Construction SWPPP Is not a substitute for knowledge of the permit requirement. The checklist serves as a guidance document only. A site specific Tier 3 Construction SWPPP must be combined with proper and timely Installation ofthe BMPs, thorough and frequent inspections, maintenance, and documentation. 3.2.6.3 General Construction Permit Compliance Procedures The General Construction Permit requires certain standard notifications to be made to the San Diego Regional Water Quality Control Board (SDRWQCB) prior to Initiation of construction and after completion of construction as follows: Notice of Intent (NOI) - It is the responsibility of the owner/developer/applicant to obtain coverage under the General Construction Permit through the filing of a Notice of Intent (NOI) with the SDRWQCB prior to commencement of construction activities. After City approval of the Tier 3 Construction SWPPP and prior to signature of the grading plans and/or Issuance of grading permit for the project, the owner/developer/appllcant shall submit the City approved Tier 3 Construction Permit, a filing fee and other required documentation to the SDRWQCB. Upon filing of the NOI, the project will be assigned a Waste Discharger's Identification (WDID) number by the SDRWQCB. The WDID number must be added into the Tier 3 Construction SWPPP and affixed onto the respective construction plans. Notice of Termination (NOT) - Upon completion of the construction activity or transfer of ownership, the landowner shall file a NOT with the SDRWQCB certifying that all State and local requirements have been met in accordance with Special Provisions for Construction Activity, C.7, of the General Construction Permit. Landowners who fall to obtain coverage of the General Construction Permit for storm water discharges to surface waters will be In violation of the CWA and the California Water Code. To obtain a copy of the General Construction Permit, general Information about the permit, fact sheets and copies of the various forms described below, visit the following website: http://www.swrcb.ca.aov/stormwtr/construction.html Once at the site click on the highlighted link titled "Construction General Permit, 99-08- DWQ". 8 Constmction SWPPP Standards and Requirements Rev 6/4/2008 3.3 Construction BMP Standards 3.3.1 Background Information Construction Best Management Practices (BMPs) are the schedules of activities, prohibitions of practices, maintenance procedures and other management practices employed during construction activities to prevent or reduce pollution of the ocean, lagoons, lakes, streams and other sensitive water bodies and water courses. Construction BMPs also include the physical devices and structural construction control measures designed to prevent soil erosion from occurring or to contain sediment before it leaves the construction site. The BMPs required pursuant this manual are also intended to protect the health, safety and welfare ofthe public and to prevent damage to adjoining public and private property resulting from construction activities. The City of Carlsbad has adopted the California Stormwater Quality Association "Construction Stormwater Best Management Practice Handbook" (CASQA Construction Handbook) latest edition as its preferred source for construction BMPs. All BMP reference numbers used in this manual correspond to the BMP Fact Sheets included within the CASQA Construction Handbook unless specifically noted othen/vise. With the approval of the City Engineer, or his/her designee, the City may accept comparable BMPs from reputable alternative sources such as Caltrans. This manual is not intended as a comprehensive engineering or design manual on BMPs. The engineer or other qualified person, who prepares the Construction SWPPP, must utilize their individual knowledge and experience of BMPs together with the tools and reference materials described in this manual, or found elsewhere, to prepare an appropriate and adequate Construction SWPPP document. The BMP categories below coincide with the BMP categories described in the CASQA Construction Handbook and provide a kind of checklist of the BMPs that are to be included in a Construction SWPPP. The combination or suite of BMPs that are included in a Construction SWPPP must reflect the specific conditions at the proposed construction site. An effective SWPPP includes a suite of BMPs that are designed to work together. 3.3.2 Minimum BMP Requirements In accordance with the Municipal Permit, minimum BMPs must be installed for all projects to be implemented year-round. Because all sites, regardless of the priority, must be protected to prevent discharges to the maximum extent practicable, the minimum BMP requirements are the same for all projects requiring a Construction SWPPP. Each site must be protected by an effective combination of erosion and sediment controls, non-storm water management, materials and waste management controls, and general site management controls. The chapters following this chapter describe the minimum BMPs for each of the above listed BMP types that must be 13 Construction SWPPP Standards and Requirements Rev 6/4/2008 incorporated into each Construction SWPPP prepared in accordance with these standards. If particular BMPs are infeasible at any specific site, the owner/developer/contractor must Install other equivalent BMPs. At any time of the year, an inactive site must be fully protected from erosion and discharges of sediment. A site will be considered inactive if construction activities have ceased for a period of ten or more consecutive days. It is also the owner/developer/contractors responsibility at both active and inactive sites to implement a plan to address all potential storm water and non-storm water discharges. 3.3.3 Erosion and Sediment Control BMPs Erosion and sediment control BMPs are the structural and non-structural practices used during the construction process to keep sediment in place (erosion control) and to capture any sediment that is moved by stormwater before it leaves the site (sediment control). Erosion controls, keeping soil where it is, are the heart of any effective Construction SWPPP. The Construction SWPPP should rely on erosion controls as the primary means of preventing stormwater pollution. Sediment controls provide a necessary second line of defense to properly designed and Installed erosion controls. 3.3.3.1 Erosion Control BMPs Erosion control Is any source control practice that protects the soil surface and prevents soil particles from being detached by rainfall, flowing water or wind. Erosion control is referred to as soil stabilization. Erosion control consists of preparing the soil surface and implementing one or more of the BMPs shown in Table 2. All inactive soil-disturbed areas on the project site, and most active areas prior to the onset of rain, must be protected from erosion. Soil disturbed areas may include relatively flat areas as well as slopes. Typically, steep slopes and large exposed areas require the most robust erosion controls; flatter slopes and smaller areas still require protection, but less costly materials may be appropriate for these areas, allowing savings to be directed to the more robust BMPs for steep slopes and large exposed areas. To be effective, erosion control BMPs must be implemented at slopes and disturbed areas to protect them from concentrated flows. Table 2 Erosion Control BMPs CASQA BMP# BMP Name EC-1 Scheduling EC-2 Preservation of Existing Vegetation EC-3 Hydraulic Mulch EC-4 Hydroseeding EC-5 Soil Binders EC-6 Straw Mulch EC-7 Geotextiles & Mats EC-8 Wood Mulching EC-9 Earth Dikes and Drainage Swales EC-10 Velocity Dissipation EC-11 Slope Drains EC-12 Streambank Stabilization EC-13 Polyacrylamide Some erosion control BMPs can be used effectively to temporarily prevent erosion by concentrated flows. These BMPs, used alone or in combination, prevent erosion by intercepting, diverting, conveying, and discharging concentrated flows In a manner that prevents soil detachment and transport. Temporary concentrated flow conveyance 14 Construction SWPPP Standards and Requirements Rev 6/4/2008 controls may be required to direct run-on around or through the project in a non-erodible fashion. Temporary concentrated flow conveyance controls include EC-9 (Earth Dikes and Drainage Swales), EC-10 (Velocity Dissipation Devices) and EC-11 (Slope Drains). 3.3.3.2 Sediment Control BMPs Sediment control is any practice that traps soil particles after they have been detached and moved by rain, flowing water, or wind. Sediment control measures are usually passive systems that rely on filtering or settling the particles out of the water or wind that is transporting them. Sediment control practices include the BMPs listed in Table 3. Table 3 Sediment Control BMPs CASQA BMP# BMP Name SE-1 Silt Fence SE-2 Sediment Basin SE-3 Sediment Trap SE-4 Check Dam SE-5 Fiber Rolls SE-6 Gravel Bag Berm SE-7 Street Sweeping and Vacuuming SE-8 Sandbag Barrier SE-9 Straw Bale Barrier SE-10 Storm Drain Inlet Protection SE-11 Chemical Treatment Sediment control BMPs include those practices that intercept and slow or detain the flow of stormwater to allow sediment to settle and be trapped. Sediment control practices can consist of Installing linear sediment barriers (such as silt fence, sandbag barrier, and straw bale barrier); providing fiber rolls, gravel bag berms, or check dams to break up slope length or flow; or constructing a sediment trap or sediment basin. Linear sediment barriers are typically placed below the toe of exposed and erodlble slopes, down-slope of exposed soil areas, around soil stockpiles, and at other appropriate locations along the site perimeter. A few BMPs may control both sediment and erosion, for example, fiber rolls and sand bag barriers. The CASQA Construction Handbook classifies these BMPs as either erosion control (EC) or sediment control (SC) based on the BMPs most common and effective use. Sediment control BMPs are most effective when used In conjunction with erosion control BMPs. The combination of erosion control and sediment control Is usually the most effective means to prevent sediment from leaving the project site and potentially entering storm drains or receiving waters. The City of Carlsbad requires that the discharger Implement an effective combination of erosion and sediment controls. 15 Construction SWPPP Standards and Requirements Rev 6/4/2008 Under limited circumstances, sediment control, alone may be appropriate. For example, applying erosion control BMPs to an area where excavation, filling, compaction, or grading is currently under way may not be feasible when storms come unexpectedly. Use of sediment controls by establishing perimeter control on these areas may be appropriate and allowable provided the following conditions are met: > Weather monitoring is under way. > Inactive soil-disturbed areas have been protected with an effective combination of erosion and sediment controls. > An adequate supply of sediment control materials Is stored on-site and there are sufficient forces of labor and equipment available to implement sediment controls on the active area prior to the onset of rain. > The SWPPP adequately describes the methods to protect active areas. 3.3.3.3 Wind Erosion Control BMPs Wind erosion control consists of applying water or other dust palliatives to prevent or alleviate dust nuisance. Wind erosion control best management practices BMPs are shown in Table 4. Table 4 Wind Erosion Control BMPs CASQA BMP# BMP Name WE-1 Wind Erosion Control Other BMPs that are sometimes applied to disturbed soil areas In order to control wind erosion are BMPs EC-2 through EC-7, shown in Chapter 3.3.2.1 above. Be advised that many ofthe dust palliatives may contain compounds that have an unknown effect on stormwater. A sampling and analysis protocol to test for stormwater contamination from exposure to such compounds Is required in the SWPPP. 3.3.3.4 Tracking Control BMPs Tracking control consists of preventing or reducing the tracking of sediment off-site by vehicles leaving the construction area. Tracking control best management practices (BMPs) are shown In Table 5. Attention to control of tracking sediment off site is highly recommended, as dirty streets and roads near a construction site create a nuisance to the public and generate constituent complaints to elected officials and regulators. These complaints often result in immediate inspections and regulatory actions. Table 5 Tracking Control BMPs CASQA BMP# BMP Name TR-1 Stabilized Construction Ingress/Egress TR-2 Stabilized Construction Roadway TR-3 Ingress/Egress Tire Wash 16 Constmction SWPPP Standards and Requirements Rev 6/4/2008 3.3.4 Non-Storm Water Management BMPs Carlsbad Standards prohibit the discharge of materials other than stormwater and authorized non-stormwater discharges. It is recognized that certain non-stormwater discharges may be necessary for the completion of construction projects. Such discharges Include but are not limited to irrigation of vegetative erosion control measures, pipe flushing and testing, and street cleaning. Non-stormwater management BMPs are source control BMPs that prevent pollution by limiting or reducing potential pollutants at their source or eliminating off-site discharge. These practices involve day-to-day operations of the construction site and are usually under the control of the contractor. These BMPs are also referred to as "good housekeeping practices" which involve keeping a clean, orderly construction site. Non-stormwater management BMPs also include procedures and practices designed to minimize or eliminate the discharge of pollutants from vehicle and equipment cleaning, fueling, and maintenance operations to stormwater drainage systems or to watercourses. Table 6 lists standard non-stormwater management BMPs. All these BMPs must be implemented depending on the conditions and applicability of deployment described as part of the BMP. Table 6 Non-Storm Water Management BMPs CASQA BMP# BMP Name NS-1 Water Conservation Practices NS-2 Dewatering Operations NS-3 Paving and Grinding Operations NS-4 Temporary Stream Crossing NS-5 Clear Water Diversion NS-6 Illicit Connection/Discharge NS-7 Potable Water/Irrigation NS-8 Vehicle and Equipment Cleaning NS-9 Vehicle and Equipment Fueling NS-10 Vehicle and Equipment Maintenance NS-11 Pile Driving Operations NS-12 Concrete Curing NS-13 Concrete Finishing NS-14 Material and Equipment Use NS-15 Demolition Adjacent to Water NS-16 Temporary Batch Plants It Is recommended that owners and contractors be vigilant regarding implementation of these BMPs, including making their implementation a condition of continued employment, and part of all prime and subcontract agreements. By doing so, the chance of inadvertent violation by an uncaring Individual can be prevented, potentially saving thousands of dollars In fines and project delays. Also, If procedures are not properly implemented and/or if BMPs are compromised then the discharge Is subject to sampling and analysis requirements contained in the General Construction Permit. 17 Constmction SWPPP Standards and Requirements Rev 6/4/2008 3.3.5 Waste Management and Materials Pollution Control BMPs Waste management and materials pollution control BMPs, like non-stormwater management BMPs, are source control BMPs that prevent pollution by limiting or reducing potential pollutants at their source before they come In contact with stormwater. These BMPs also involve day-to-day operations of the construction site, are under the control ofthe contractor, and are additional "good housekeeping practices" which involve keeping a clean, orderly construction site. Waste management consists of implementing procedural and structural BMPs for handling, storing, and disposing of wastes generated by a construction project. The objective is to prevent the release of waste materials into stormwater runoff or discharges through proper management of the following types of wastes: > Solid > Sanitary > Hazardous > Equipment-related wastes Table 7 Waste Management and Materials Pollution Control BMPs CASQA BMP# BMP Name WM-1 Material Delivery and Storage WM-2 Material Use WM-3 Stockpile Management WM-4 Spill Prevention and Control WM-5 Solid Waste Management WM-6 Hazardous Waste Management WM-7 Contaminated Soil Management WM-8 Concrete Waste Management WM-9 Sanitary/ Septic Waste Management WM-10 Liquid Waste Management Materials pollution control (also called materials handling) consists of Implementing procedural and structural BMPs In the handling, storing, and the use of construction materials. The BMPs are intended to prevent the release of pollutants during stormwater and non- stormwater discharges. The objective Is to prevent or reduce the opportunity for contamination of stormwater runoff from construction materials by covering and/or providing secondary containment of storage areas, and by taking adequate precautions when handling materials. These controls must be implemented for all applicable activities, material usage, and site conditions. Table 7 lists the waste management and materials pollution control BMPs. It is important to note that these BMPs should be Implemented depending on the conditions/applicability of deployment described as part of the BMP. 3.3.6 General Site Management Requirements Every construction site shall Implement the following minimum general site management requirements: 1. Emphasize pollution prevention where appropriate; and, 2. Implement all the requirements of the site approved Construction SWPPP to manage storm water and non-storm water discharges from the site at all times; and. 18 Constmction SWPPP Standards and Requirements Rev 6/4/2008 3. Minimize areas that are cleared and graded to only the portion of the site that is necessary for construction; and, 4. Minimize exposure time of disturbed soil areas; and, 5. Minimize grading during the wet season and coincide grading with seasonal dry weather periods to the extent feasible. If grading does occur during the wet season, then implement additional BMPs for any rain events that may occur; and, 6. Limit he amount of exposed soil allowed at one time to the amount that which can be adequately protected by deploying standby erosion control and sediment control BMPs prior to a predicted rainstorm; and, 7. Temporarily stabilize and/or re-seed disturbed soil areas as rapidly as possible; and, 8. Preserve the natural hydrologic features of the site where feasible; and, 9. Preserve riparian buffers and corridors where feasible; and, 10. Maintain all BMPs until removed; and, 11. Retain, reduce and properly manage all pollutant discharges on-site to the MEP standard. 3.3.6.1 Dry Season Site Management Requirements The following minimum BMPs must be In place at all construction sites throughout the year during both the wet and dry seasons: 1. All graded areas must have erosion protection BMPs properly installed 2. Adequate perimeter protection BMPs must be Installed and maintained. 3. Adequate sediment control BMPs must be Installed and maintained. >i«m^ 4. Adequate BMPs to control offsite sediment tracking must be installed and i maintained. ^ 5. A minimum of 125% of the material needed to Install standby BMPs to protect the exposed areas from erosion and prevent sediment discharges, must be stored onsite. Areas already protected from erosion using physical stabilization or established vegetation stabilization BMPs are not considered to be "exposed" for purposes of this requirement. 6. The owner/developer/contractor must have an approved "weather triggered" action plan and be able to deploy standby BMPs to completely protect the exposed portions of the site within 48 hours of a predicted storm event (a predicted storm event is defined as a forecasted, 40% chance of rain by 5-day National Weather Service). On request, the owner/developer/contractor must provide proof of this capability that is acceptable to the City. 7. Deployment of physical or vegetation erosion control BMPs must commence as soon as slopes are completed. The project proponent may not continue to rely on the ability to deploy standby BMP materials to prevent erosion of slopes that have been completed. 8. The area that can be cleared, graded, and left exposed at one time is limited to the amount of acreage that the contractor can adequately protect prior to a predicted rainstorm. For larger sites, grading should be phased (See Chapter 3.3.8). It may be necessary to deploy erosion and sediment control BMPs In areas that are not completed, but are not actively being worked before additional grading is done. 3.3.6.2 Rainy Season Site Management Requirements 19 Constmction SWPPP Standards and Requirements Rev 6/4/2008 In addition to the dry season requirements described above, the following additional minimum BMPs must be In place at all sites during the rainy season, which is defined as October 1'* through April 30^: 1) Erosion control, perimeter protection and sediment control BMPs must be upgraded if necessary to provide sufficient protection for storms likely to occur during the rainy season. 2) Adequate physical or vegetation erosion control BMPs must be Installed and established for all completed slopes prior to the start of the rainy season. These BMPs must be maintained throughout the rainy season. If a selected BMP fails, it must be repaired and Improved, or replaced with an acceptable alternate as soon as It Is safe to do so. The failure of a BMP indicates It was not adequate for the circumstances In which it was used. Repairs or replacements must therefore put a more robust BMP in place. 3) The amount of exposed soil allowed at one time shall not exceed that which can be adequately protected by deploying standby erosion control and sediment control BMPs prior to a predicted rainstorm. 4) A disturbed area that is not completed but that Is not being actively graded must be fully protected from erosion if left for 10 or more days. The ability to deploy standby BMP materials is not sufficient for these areas. BMPs must actually be deployed. 5) All vegetation erosion control must be established prior to the rainy season to be considered as an effective BMP. 3.3.7 Additional Controls for Construction Sites For project sites that are tributary to 303(d) water body segments that are Impaired for sediment, the following BMPs must be implemented at all times to the maximum extent possible: • Maintain vegetative cover as much as possible by developing the project in a phased approach to reduce the amount of exposed soil at any one time. • Limit the areas of active construction to five acres at any one time. • Provide 100 percent soil cover for all areas of Inactive construction throughout the entire time of construction, on a year-round basis. • Provide appropriate perimeter control at all appropriate locations along the site perimeter and at all inlets to the storm drain system at all times during the rainy season. • Provide vegetated buffer strips between the active construction area and any water bodies. • Provide stabilized construction entrances and limit all vehicle and foot traffic to those entrances. Where the provisions described above can not be accommodated, additional or supplemental controls shall be recommended. The City Engineer or designee shall have the authority to approve supplemental or alternative control methods based upon an evaluation of the proposed control and the sites potential threat to storm water quality Impairment. 20 Constmction SWPPP Standards and Requirements Rev 6/4/2008 3.3.8 Maximum Disturbed Area for Erosion Control The active disturbed soil area of any project site shall be not more than 50 acres for an Individual grading permit or a combination of grading permits under an associated Tentative or Final Map. The City may approve, on a case-by-case basis, expansions of the active disturbed soil area limit If adequate site protection is demonstrated. At all times, sufficient soil stabilization and sediment control materials shall be maintained on site to provide adequate site protection. 3.3.9 Advanced Treatment Methods Advanced Treatment is defined in the Municipal Permit as the use "of mechanical or chemical means to flocculate and remove suspended sediment from runoff from construction sites prior to discharge." If a project meets all of the following criteria, advanced treatment will be required: 1. All or part of the site Is within 200 feet of waters named on the CWA Section 303(d) list of Water Quality Limited Segments as impaired for sedimentation and/or turbidity; 2. The disturbance area is greater than five acres, including all phases of the development; 3. The disturbed slopes are steeper than 4:1 with at least 10 feet of relief, and drain toward a Section 303(d) listed receiving water for sedimentation or turbidity; 4. The site contains a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4. Advanced treatment may be required on sites that do not meet all four of the criteria for exceptional threat to water quality listed above at the discretion of the City Engineer based on a record on non-compliance. Treatment effluent water quality shall meet or exceed the water quality objectives for sediment, turbidity, pH, and toxicity as listed in the Water Quality Control Plan for the San Diego Basin (9) for inland surface waters and lagoons and estuaries for the appropriate hydrologic unit. Prior to obtaining a grading permit, the applicant shall submit, to the satisfaction of the City Engineer, the following: 1. An operations and maintenance schedule for all advanced treatment methods. 2. A monitoring plan for all required BMPs and water quality for all proposed work deemed necessary to achieve project water quality goals. 3. A written training plan for certification and documentation of necessary training and refreshers of staff. The discharger shall either deploy Advanced Treatment Methods or comply with source control procedures described below. • Maintain vegetative cover as much as possible by developing the project in a phased approach to reduce the amount of exposed soil at any one time. 21 Constmction SWPPP Standards and Requirements Rev 6/4/2008 • Limit the areas of active construction to five acres at any one time. • Provide 100 percent soil cover for all areas of Inactive construction throughout the entire time of construction, on a year-round basis. • Provide appropriate perimeter control at all appropriate locations along the site perimeter and at all Inlets to the storm drain system at all times during the rainy season. • Provide vegetated buffer strips between the active construction area and any water bodies. • Provide stabilized construction entrances and limit all vehicle and foot traffic to those entrances. 3.3.10 City Standard Water Pollution Prevention Notes All Tier 2 and Tier 3 Construction SWPPPs shall include the City Standard Storm Water Pollution Prevention notes as specified In Appendix I. The notes shall be placed upon the Construction SWPPP drawing or, in the case of a Tier 3 Construction SWPPP, on the grading plan. The Qualified Plan Preparer may Include supplemental Storm Water Pollution Prevention notes to address specific requirements of the proposed project and/or construction site. The City Engineer or designee may also request Inclusion of supplemental Storm Water Pollution Prevention notes to address specific construction activities or site Issues. 22 Constmction SWPPP Standards and Requirements Rev 6/4/2008 3.4 Stonn Water BMP inspection and Maintenance 3.4.1 General information Construction is a dynamic operation where changes are expected. Storm water BMPs for construction sites are usually temporary measures that require frequent maintenance to maintain their effectiveness and may require relocation, revision and re- installation, particularly as project grading progresses. Therefore, In addition to City Inspections, owner/developer/contractor self- Inspections are required. 3.4.2 Inspection of Construction Sites All construction sites are subject to site Inspection by City staff in accordance with the Carlsbad Municipal Code, the Municipal Permit, City's policies and procedures and these standards. Additionally, owner/developer/contractors are required to perform self- inspection of construction sites, for projects requiring a Tier 2 or Tier 3 Construction SWPPP, in accordance with these standards. The City of Carlsbad will evaluate the adequacy of the owner's/contractor's site management for storm water pollution prevention, inclusive of BMP implementation, on construction sites based on performance standards for storm water BMPs. Poor BMP practices shall be challenged. Performance standards shall Include: 1. Prevent increase In pollution to the maximum extent practicable. 2. Minimize slope erosion. 3. Control discharge velocities moving offsite to limit down stream erosion potential to the pre-construction levels. 3.4.3 City Storm Water BMP Inspection Frequency Each construction site must be inspected by City staff for compliance with storm water standards at the minimum frequency as shown In Table 8. Site-specific Inspection frequencies are reevaluated periodically, particularly when grading activities are being conducted during the rainy season. The need for additional Inspections may vary depending upon several factors including: > Site conditions; > Previous violations; > History of developer or contractor past performance; > Grading during rainy season; and, > Weather patterns. 23 Constmction SWPPP Standards and Requirements Rev 6/4/2008 Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level Project Storm Water Threat Assessment Criteria* Construction SWPPP Tier Level Significant Threat Assessment Criteria • My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; or, • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas; or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Low Threat Assessment Criteria • My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (see City's list of Permit Types Exempt fi"om Construction SWPPP requirements) and the project meets one or more of the following criteria: • results in some soil disturbance; and/or • includes outdoor construction activities (such as roofing, saw cutting, equipment washing, material stockpiling, vehicle fiieling, waste stockpiling) No Threat Proiect Assessment Criteria • My project is in a category of permit types exempt fi^om City Construction SWPPP requirements (see City's list of Permit Types Exempt fi-om Construction SWPPP requirements) and/or does not meet any of the High, Moderate or Low Threat criteria described above. Tier 3 Tier 2 Tier 1 Exempt * The City Engineer may authorize minor variances from the Stornn Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted in the opinion of the City Engineer Constmction SWPPP Standards and Requirements Rev 6/4/2008 Appendix B Storm Water Compliance Forms Constmction SWPPP Standards and Requirements Rev 6/4/2008 Storm Water Compliance Form For a Tier 3 Construction SWPPP I am applying to the City of Carlsbad for the following type of construction permit(s): • Grading Permit • Building Permit • Right-of-Way Permit My project requires preparation and approval of a Tier 3 Construction Storm Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the following criteria demonstrating that the project potentially poses a significant threat to storm water quality: • My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; or, • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; or, • My project is located inside or within 200 feet of an environmentally sensitive area and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 3 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH CITY STANDARDS AND THE REQUIREMENTS OF THE STATE WATER RESOURCES CONTROL BOARD GENERAL PERMIT FOR CONSTRUCTION ACTIVITIES - WATER QUALITY ORDER NO 99-08-DWQ (GENERAL CONSTRUCTION PERMIT) AND ANY AMENDMENT, REVISION OR RE-ISSUANCE THEREOF. 1 UNDERSTAND AND ACKNOWLEDGE THAT I MUST SUBMIT THE CITY APPROVED TIER 3 CONSTRUCTION SWPPP TO THE SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD TOGETHER WITH A NOTICE OF INTENTION (NOI), AN APPROPRIATE FILING FEE AND OTHER REQUIRED DOCUMENTATION AND RECEIVE A STATE WASTE DISCHARGER'S IDENTIFICATION (WDID) NUMBER PRIOR TO CITY ISSUANCE OF THE ABOVE REQUESTED CONSTRUCTION PERMIT(S). I ALSO UNDERSTAND AND ACKNOWLEDGE THAT I MUST ADHERE TO, AND AT ALL TIMES, COMPLY WITH THE CITY APPROVED TIER 3 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Owner/Owner's Auttiorized Agent Information and Signature Box Ttiis Box for City Use Only Address/Location: Assessor Parcel Number(s): Owner/Owner's Autliorized Agent Name: Title: Owner/Owner's Auttiorized Agent Signature: Date: City Concurrence: Yes No By: Date: Project ID: Constmction SWPPP Standards and Requirements Rev 6/4/2008 Appendix C Construction Tlireat Assessment Worksheet for Determination of Threat to Storm Water Quality Constmction SWPPP Standards and Requirements Rev 6/4/2008 Construction Threat Assessment Worlcsheet for Determination of a Project's Perceived Threat to Storm Water Quality Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived Threat to Storm Water Quality Tier 3 Tier 3 - High Construction Threat Assessment Criteria High Tier 3 • Project site is 50 acres or more and grading will occur during the rainy season • Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years High Tier 3 Tier 3 - Medium Construction Threat Assessment Criteria Medium Tier 3 • All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 Tier 2 High Construction Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - Medium Construction Threat Assessment Criteria • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tier 1 Tier 1 - Medium Inspection Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tier 1 Tier 1 - Low Inspection Threat Assessment Criteria • All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempt - Not AppUcable -Exempt * The City Engineer may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher amount of storm water comphance inspection is warranted in the opinion of the City Engineer Constmction SWPPP Standards and Requirements Rev 6/4/2008 Appendix D Tier 3 Construction SWPPP Required Elements Checklist Constmction SWPPP Standards and Requirements Rev 6/4/2008 ( TIER 3 CONSTRUCTION SWPPP REQUIRED ELEMENTS CHECKLIST Project Name Project ID SWPPP Preparer Date Construction SWPPP Required Element Reference Document and Section (1) Page Number (2) Not Applicable N/A Implementation Date (3) GCP Section A. Storm Water PoUution Prevention Plan (SWPPP) Vicinity Map (graphic) GCPA.5.a.l Major roadways, geographic features or landmarks GCPA.5.a.l Site perimeter GCPA.5.a.l Geographic features GCP A.5.a.l General topography GCPA.5.a.l Site Map (graphic)(can modify Parcel Map) GCPA.5.a.2 Site perimeter GCPA.5.a.2 Existing and proposed buildings, lots, and roadways GCPA.5.a.2 Storm water collection and discharge points GCPA.5.a.2 General topography before and after construction GCPA.5.a.2 Anticipated discharge location(s) GCPA.5.a.2 Drainage patterns GCPA.5.a.2 Relevant drainage areas 2 GCPA.5.a. Temporary on-site drainage GCPA.5.a.2 Drainage (graphic) GCPA.5.b.} Drainage patterns GCPA.5.h.\ Slopes after major grading GCPA.5.h.l Calculations for storm water run-on GCPA.5.h.l BMPs that divert off-site drainage from going through site GCPA.5.b.l Storm Water Inlets (graphic) GCPA.5,b,2 Drainage patterns to storm water inlets or receiving water GCPA.5.h.2 BMPs that protect storm water inlets or receiving water GCPA.5.b.2 Site History/Past Site Usage (Real Estate Broker Disclosure may be sufficient) GCPA.5.b.3 Description of toxic materials treated, stored, or spilled on site GCPA.5.b.3 BMPs that minimize contact of contaminants with storm water GCPA.5.b.3 Location of Areas Designated for: (graphic) GCPA.5.b.4 (1) Reference Document Legend: GCP = General Construction Pemiit; MP = Municipal Permit; CSWSM = City Storm Water Standards Manual (2) Indicate the page number where the information is located in your SWPPP. If the information is not applicable to your site, construction activities, or construction materials, check the N/A box. Your SWPPP does not have to address items which are not applicable to your situation. (3) Date that the BMP will be installed on the site Page 1 of 6 Tier 3 Required Elements Checklist 3/24/08 Construction SWPPP Required Element Reference Document and Section (1) Page Number (2) Not Applicable N/A Implementation Date (3) Soil or waste storage GCPA.5.b.4 Vehicle storage & service GCPA.5.b.4 Construction material loading, unloading, and access GCPA.5.b.4 Equipment storage, cleaning, maintenance GCPA.5.b.4 BMP Descriptions for: (graphic or narrative) GCPA,5.b.5 Waste handling and disposal areas GCPA.5.h.5 On-site storage and disposal of construction materials and waste GCPA.5.h.5 BMPs to minimize exposure of storm water to construction materials, equipment, vehicles, waste GCPA.5.b.5 Post Construction BMPs GCPA.5.b.6 See A. 10 Additional Information GCPA.5. c Description of other pollutant sources and BMPs that cannot be shown graphically GCPA.5.C.I Pre-construction control practices GCPA.5.C.I Inventory of materials and activities that may pollute storm water GCPA.5.C.2 BMPs to reduce/eliminate potential pollutants listed in the inventory GCPA.5.C.2 Runoff coefficient (before & after) GCPA.5.C.3 Percent impervious (before & after) GCPA.5.C.3 Copy ofthe NOI and WDID # GCPA.5.C.4 Construction activity schedule GCPA.5.C.5 Contact information GCPA.5.C.6 EROSION CONTROL GCPA.6 The SWPPP shall include: (graphic) GCPA.6.a-c Areas of vegetation on site GCPA.6.a.l Areas of soil disturbance that will be stabilized during rainy season GCPA.6.a.2 Areas of soil disturbance which will be exposed during any part of the rainy season GCPA.6.a.3 Construction phase / BMP sequencing schedule including supplemental pre-rain action plan for erosion control measures GCPA.6.a.4 BMPs for erosion control GCPA.6.b (1) Reference Document Legend: GCP = General Construction Permit; MP = Municipal Permit; CSWSM = City Storm Water Standards Manual (2) Indicate the page number where the information is located in your SWPPP. If the information is not applicable to your site, construction activities, or construction materials, check the N/A box. Your SWPPP does not have to address items which are not applicable to your situation. (3) Date that the BMP will be installed on the site Page2| i Tier 3 Required Elements Checklist 3/2* Construction SWPPP Required Element Reference Document and Section (1) Page Number (2) Not Applicable N/A Implementation Date (3) BMPs to control wind erosion GCPA.6.C SEDIMENT CONTROL GCPA.S Description/Illustration of BMPs to prevent increase of sediment load in discharge GCPA.S Construction phase / BMP sequencing schedule including supplemental pre-rain action plan for sediment control measures GCPA.S NON-STORM WATER GCPA.9 Description of non-storm water discharges to receiving waters GCPA.9 Locations of discharges GCPA.9 Description of BMPs GCPA.9 Name and phone number of qualified person responsible for non-storm water management GCPA.9 POST-CONSTRUCTION GCPA.10 Description and location of BMPs GCPA.IO Operation/Maintenance of BMPs after project completion (including fimding) GCPA.10 MAINTENANCE, INSPECTIONS, AND REPAIR GCP A. 11 Name and phone number of qualified person responsible for inspections GCPA.11 Inspection checklist: date, weather, inadequate BMPs, visual observations of BMPs, corrective action, inspector's name, title, signature GCPA.ll.a-f OTHER REQUIREMENTS GCPA.12-16 Documentation of all training GCPA.12 List of Contractors/Subcontractors GCPA.13 GCP Section B. Monitoring and Reporting Requirements Description of site inspection plans GCP B.3 Compliance certification (annually 7/1) if project is under active construction GCPB.4 Noncompliance reporting GCPB.5 Records of all inspections; compliance certifications; noncompliance reports, etc. GCPB.6 (1) Reference Document Legend: GCP = General Construction Pennit; MP = Municipal Permit; CSWSM = City Storm Water Standards Manual (2) Indicate the page nimiber where the information is located in your SWPPP. If the information is not applicable to your site, construction activities, or construction materials, check the N/A box. Your SWPPP does not have to address items which are not applicable to your situation. (3) Date that the BMP will be installed on the site Page 3 of 6 Tier 3 Required Elements Checklist 3/24/08 Construction SWPPP Required Element Reference Document and Section (1) Page Number (2) Not Applicable N/A Implementation Date (3) Monitoring program for sediment contribution from direct discharges to impaired water bodies GCPB.7 Monitoring program for pollutants not visually detectable in storm water (nonvisible pollutants) GCPB.8 GCP Section C. Standard Provisions for Construction Activities Signed Certification for SWPPP, reports, amendments, etc. Who is authorized to sign and by what authority has the duly authorized representative been assigned? GCPC.9,10 Location of General Permit and SWPPP on site during construction activities GCPC. 17 MP Section D.2 Construction Component GENERAL SITE MANAGEMENT MP D.2.c.(l)(a) Pollution prevention, where appropriate MP D.2.c.(l)(a)i. and CSWSM 3.3.2 Development and implementation of a storm water site management plan MP D.2.c.(l)(a)ii. and CSWSM 3.3.6 Minimization of areas that are cleared and graded to only the portion of the site that is necessary for construction MP D.2.c.(l)(a)iii. and CSWSM 3.3.6.1 Minimization of exposure time of disturbed soil areas MP D.2.C (l)(a)iv. and CSWSM 3.3.6.1 Minimization of grading during the wet season and correlation of grading with seasonal dry weather periods to the extent feasible MP D.2.c.(l)(a)v. and CSWSM 3.3.6.1 Limitation of grading to a maximum disturbed area of 50 acres MP D.2.c.(l)(a)vi. and CSWSM 3.3.8 Temporary stabilization and reseeding of disturbed soil areas as rapidly as feasible MP D.2.c.(l)(a)vii. and CSWSM 3.3.6.1 Preservation of natural hydrologic features where feasible; MP D.2.C. (l)(a)viii. and CSWSM 3.3.6 Preservation of riparian buffers and corridors where feasible MP D.2.c.(l)(a)ix. and CSWSM 3.3.6 Maintenance of all BMPs, until removed MP D.2.c.(l)(a)x. and CSWSM 3.3.6 Retention, reduction, and proper management of all pollutant discharges on site to MP D.2.c.(l)(a)xi. and (1) Reference Document Legend: GCP = General Construction Permit; MP = Municipal Permit; CSWSM = City Storm Water Standards Manual (2) Indicate the page number where the information is located in your SWPPP. If the information is not applicable to your site, construction activities, or construction materials, check the N/A box. Your SWPPP does not have to address items which are not applicable to your situation. (3) Date that the BMP will be installed on the site Page4i I Tier 3 Required Elements Checklist 3/2' () Construction SWPPP Required Element Reference Document and Section (1) Page Number (2) Not Applicable N/A Implementation Date (3) the MEP Standard CSWSM 3.3.6 EROSION AND SEDIMENT CONTROLS MP D.2.c.(l)(b) and CSWSM 3.3.3 Erosion prevention, to be used as the most important measure for keeping sediment on site during construction, but never as the single method MP D.2.c.(l)(b)i. and CSWSM 3.3.3 Sediment controls, to be used as a supplement to erosion prevention for keeping sediment on-site during construction MP D.2.c.(l)(b)ii. and CSWSM 3.3.3 Slope stabilization on all inactive slopes during the rainy season and during rain events in the dry season MP D.2.C (l)(b)iii. and CSWSM 3.3.6.1&2 Slope stabilization on all active slopes during rain events regardless of the season MP D.2.C (l)(b)iv. and CSWSM 3.3.6.1 Permanent re-vegetation or landscaping as early as feasible. MP D.2.c.(l)(b)v. and CSWSM 3.3.6 ADVANCED TREATMENT CONTROLS Addition of advanced treatment controls for projects that are determined to be an exceptional threat to water quality MP D.2.c.(2) and CSWSM 3.3.9 Operations and Maintenance Schedule CSWSM 3.3.9 Advanced treatment Monitoring Plan CSWSM 3.3.9 Advanced Treatment Training Plan CSWSM 3.3.9 Altemative Source Control Procedures in Lieu of Advanced Treatment Control Noted on Plans CSWSM 3.3.9 YEAR ROUND BMP IMPLEMENTATION MP D.2.c.(3) and CSWSM 3.3.6 Plan for year round implementation of minimum BMPs that can vary based upon wet and dry seasons MP D.2.c.(3) and CSWSM 3.3.6 ADDITIONAL CONTROLS FOR SITES TRIBUTARY TO CWA SECTION 303(d) IMPAIRED WATERS MP D.2.c.(4) and CSWSM 3.3.7 Maintain vegetative cover as much as possible by developing the project in a phased approach to reduce the amount of exposed soil at any one time. CSWSM 3.3.7 Limit the areas of active constmction to five acres at any one time. CSWSM 3.3.7 (1) Reference Document Legend: GCP = General Construction Permit; MP = Municipal Permit; CSWSM = City Storm Water Standards Manual (2) Indicate the page mmiber where the information is located in your SWPPP. If the information is not applicable to your site, construction activities, or construction materials, check the N/A box. Your SWPPP does not have to address items which are not applicable to your situation. (3) Date that the BMP will be installed on the site Page 5 of 6 Tier 3 Required Elements Checklist 3/24/08 Construction SWPPP Required Element Reference Document and Section (1) Page Number (2) Not Applicable N/A Implementation Date (3) Provide 100 percent soil cover for all areas of inactive construction throughout the entire time of construction, on a year-round basis. CSWSM 3.3.7 Provide appropriate perimeter control at all appropriate locations along the site perimeter and at all inlets to the storm drain system at all times during the rainy season CSWSM 3.3.7 Provide vegetated buffer strips between the active construction area and any water bodies. CSWSM 3.3.7 Provide stabilized construction entrances and limit all vehicle and foot traffic to those entrances. CSWSM 3.3.7 INSPECTION OF CONSTRUCTION SITE MP D.2.d and CSWSM 3.4.3 Inspection priority determined for site and frequency noted in SWPPP MP D.2.d and CSWSM 3.4.3 STANDARD STORM WATER POLLUTION PREVENTION NOTES CSWSM 3.3.10 Standard Storm Water Pollution Prevention Notes included on Grading Plans CSWSM 3.3.10 (1) Reference Document Legend: GCP = General Construction Permit; MP = Municipal Permit; CSWSM = City Storm Water Standards Manual (2) Indicate the page number where the information is located in your SWPPP. If the information is not applicable to your site, construction activities, or construction materials, check the N/A box. Your SWPPP does not have to address items which are not applicable to your situation. (3) Date that the BMP will be installed on the site Page 6| ^ Tier 3 Required Elements Checklist 3/2 Tiiis page intentionally left blank SWMP Rev 6/4/08 Appendix E TIER 3 Construction SWPPP Checklist (CASQA Format) Construction SWPPP Standards and Requirements Rev 6/4/2008 TIER 3 CONSTRUCTION SWPPP CASQA FORMAT CHECKLIST Project Name Project ID Planchecker Date CASQA Section Number and Potential Required Elements Required for Project Planchecker Verification General Forsaattiiie Tabbed separators included between Sections SeetioD -100 SWPPP Certilic^dJis mA Ammmi 100.1 - SWPPP Certification by Preparer Project name, grading permit, building permit, discretionary permit number(s), APN at top of form Certification signed and dated by person responsible for preparation of the SWPPP Name, title and telephone number ofthe person signing the form SWPPP and Monitoring Program Checklist in Attachment L completed Notice of Intent (NOI) attached, completed and signed by Owner or Owner's agent 100.2 - Owner Approval and Certification of SWPPP Project name, grading permit, building permit, discretionary permit number(s), APN at top of form Certification signed and dated by owners staff; specifically, the person responsible for preparation ofthe SWPPP and/or the person responsible for overall management of the site Name, title and telephone number of the person signing the form 100.3 - Annual Compliance Certification Blank copy of the Annual Compliance of Compliance included as Attachment M SeetioB SWPPP AmeadDienti 200.1 - SWPPP Amendment Certification and Approval Instructions and Blank Amendment Certification and Approval forms included 200.2 - Amendment Log Instructions and Blank Amendment Log included Sectiim 300 ^ Introduction and Proiect Description 300.1 - Introduction and Project Description Projects legal description including County, City and address, proximity to receiving waters to which project will discharge including surface waters, drainage channels, and drainage systems; ownership of all drainage systems to which the project discharges 300.2 - Unique Site Features Description of unique site features (water bodies, wetlands, enviroimientally sensitive areas, endangered or protected species, etc) and significant or high risk construction activities that may impact storm water quality. Include any Page 1 of 11 Tier 3 SWPPP CASQA Format Checklist 3/24/08 unique features or activities within or adjacent to water bodies 300.3 - Construction Site Estimates Construction site area in acres Runoff coefficient and percentage impervious area before and after construction Calculations for Coefficient change included in Attachment D Anticipated storm water run-on to the construction site Calculations for storm water run-on included in Attachment E 300.4 - Project ScheduleAVater Pollution Control Schedule Written and geographical project schedule including: Project start and finish dates Rainy season dates Annual certifications Mobilization dates Mass clearing and grubbing/roadside clearing dates Major grading/excavation dates Special dates named in other permits such as Fish and Game and Army Corps of Engineers Permits Dates for submittal of SWPPP Amendments required by the contract documents Annual submittal of rainy season implementation schedule if required by the Owner or Permittee Dates for implementation of pre-rainy season temporary soil stabilization and temporary sediment control BMPs, if required Rainy season implementation schedule including: Deployment of temporary soil stabilization BMPs Deployment of temporary sediment control BMPs Deployment of wind erosion control Bmps Deployment of tracking control BMPs Deployment of non-storm water BMPs Deployment of waste management and materials pollution control BMPs Non-rainy season implementation schedule Deployment of temporary soil stabilization BMPs Deployment of temporary sediment control BMPs Deployment of wind erosion control Bmps Deployment of tracking control BMPs Deployment of non-storm water BMPs Deployment of waste management and materials pollution control BMPs Paving, saw-cutting and any other pavement related operations Major planned stockpiling operations Pas fll Tier 3 SWPPP CASQA Format Check i4/08 Dates for other significant long-term operations or activities that may plan non-storm water discharges such as dewatering, grinding, etc Final stabilization activities staged over time for each area ofthe project 300.5 - Contact Information/List of Responsible Parties Name and telephone number(s) of the Contractor's Storm Water Pollution Prevention Manager (SWPPM) and required text Se^n M - it^er^c^ List of documents referenced in the SWPPP All Federal, State and City permits On-site project information including plans and specifications, geotechnical report(s), hydrology/hydraulic report(s), and other reports and regulatory guidance documents Each referenced document includes title, number (if applicable), author, date published and revision date ^^m^r^^iM&^BW^^ 500.1 - Objectives Required text included 500.2 - Vicinity Map 8 /4' X 11" color copy of USGS map or equal included as Attachment A displaying site perimeter, major roadways, geographic features and landmarks, adjacent water bodies, known wells, an outline of the off-site drainage area, anticipated discharge locations and general topography Brief narrative description of the vicinity map 500.3 - Pollutant Source Identification and BMP Selection Required text included for each subsection 500.3.1 - Inventory of Materials and Activities that May PoUute Storm Water List of all constmction materials that have the potential to contribute to the discharge of pollutants to storm water and required text List of all construction activities that have the potential to contribute sediment to storm water discharges 500.3.2 - Existing Pre-construction Control Measures List of any existing BMPs in place prior to construction used to reduce erosion, sediment or other pollutants in storm water discharges 500.3.3 Nature of Fill Material and Existing Data Describing the Soil Description of the conditions of the fill materials and soils at the construction site including soil types, groundwater location and condition, dewatering operations, presence of existing toxic materials and contaminants and other relevant information 500.3.4 Erosion Control (EC) (Soil Stabilization) Attachment C included. BMP Consideration Checklist filled out. Appropriate EC BMPs selected Introductory paragraphs the define EC and give general approach on how temporary EC BMPs will be implemented Pages of 11 Tier 3 SWPPP CASQA Format Checklist 3/24/08 List all temporary EC BMPs to be used on the project Show temporary EC BMPs on the Water Pollution Control Drawings (WPCDs) Provide narrative description of temporary EC BMPs that cannot be adequately identified on the WPCDs Discussion of on-site availability of temporary EC materials and proposed mobilization and implementation of temporary EC BMPs in event of predicted rain. Explanation of how and when BMPs will be implemented when rain is forecasted Additional City Required Erosion Control Requirements Erosion prevention, to be used as the most important measure for keeping sediment on site during construction, but never as the single method Sediment controls, to be used as a supplement to erosion prevention for keeping sediment on-site during construction Slope stabilization on all inactive slopes during the rainy season and during rain events in the dry season Slope stabilization on all active slopes during rain events regardless of the season Permanent revegetation or landscaping as early as feasible. 500.3.5 - Sediment Control (SC) Attachment C included. BMP Consideration Checklist filled out. Appropriate SC BMPs selected List all temporary SC BMPs to be used on the project Show temporary SC BMPs on the Water Pollution Control Drawings (WPCDs) Provide narrative description of temporary SC BMPs that cannot be adequately identified on the WPCDs BMPs used to divert off-site drainage around and/or through the construction site shown on WPCDs Discussion of on-site availability of temporary EC materials and proposed mobilization and implementation of temporary EC BMPs in event of predicted rain 500.3.6 Tracking Control (TC) Attachment C included. BMP Consideration Checklist filled out. Appropriate TC BMPs selected List all temporary TC BMPs to be used on the project Show all ingress/egress points to project site on WPCDs and show or describe TC BMPs Provide narrative description of temporary TC BMPs that cannot be adequately identified on the WPCDs Discussion of road cleaning BMPs 500.3.7 Wind Erosion Control (WEC) Attachment C included. BMP Consideration Checklist filled out. Appropriate WEC BMPs selected Narrative description of WEC BMPs to be used on project 500.3.8 - Non-Storm Water Control (NSWC) All potential non-storm water discharges listed Attachment C included. BMP Consideration Checklist filled out. Appropriate NSWC BMPs selected Discuss how mobile operations, such as equipment maintenance and fiieling, will be addressed Describe each planned NSW discharge from project including flow/quantity. If flow/quantity cannot be determined. Pat fll Tier 3 SWPPP CASQA Format Check' 24/08 () o then describe nature and extent of activity so quantity can be inferred Show NSWC BMPs on WPCDs and/or provide narrative description including path of discharge to storm inlet, drainage facilities or receiving waters Describe time period and frequency of each NSW activity that generates or may generate a discharge Describe mandatory NSWC BMPs and practices required by City, State or Federal agencies and provide details and schedules as appropriate. Include maintenance, inspection, testing and reporting procedures, if applicable. Include permit info for discharges covered by separate NPDES permit Describe selected NSWC BMPs and practices to minimize, contain and dispose of prohibited discharges. Include maintenance, inspection, testing and reporting procedures, if applicable Describe sediment controls for landscape irrigation run-off prior to establishment of vegetation Indicate how illicit connections and illegal discharges will be handled. Develop new owner notification pamphlet to make new owner aware of potential for unauthorized discharges and practices, if needed 500.3.9 - Waste Management and Material PoUution Control (WMMPC) All potential WMMP activities listed Attachment C included. BMP Consideration Checklist filled out. Appropriate WMMPC BMPs selected Substitute safer, less polluting products where possible List selected WMMPC BMPs and describe proposed facilities for materials storage and waste management. Include schedules, inspection and maintenance requirements. Show on WPCDs as appropriate Describe proposed waste collection and removal schedule 500.3.10 - Cost Breakdown for Water Pollution Control Water pollution control cost estimate sheet included Additional City Requirements Advanced Treatment Controls (If required. See Storm Water Standards Manual Section 3.3.9) Operations and Maintenance Schedule Advanced treatment Monitoring Plan Advanced Treatment Training Plan Altemative Source Control Procedures in Lieu of Advanced Treatment Control Noted on Plans Year Round BMP Implementation Plan for year-round implementation of minimum BMPs that can vary based upon wet and dry seasons Additional Controls for Sites tributary to CWA Section 303(d) Impaired Waters RS Maintain vegetative cover as much as possible by developing the project in a phased approach to reduce the amount of exposed soil at any one time. Limit the areas of active constmction to five acres at any one time. Provide 100 percent soil cover for all areas of inactive constmction throughout the entire time of constmction, on a year-round basis. Page 5 of 11 Tier 3 SWPPP CASQA Format Checklist 3/24/08 Provide appropriate perimeter control at all appropriate locations along the site perimeter and at all inlets to the storm drain system at all times during the rainy season Provide vegetated buffer strips between the active constmction area and any water bodies. Provide stabilized constmction entrances and limit all vehicle and foot traffic to those entrances. Inspection of Construction Site Inspection priority determined for site and frequency noted in SWPPP City Standard Storm Water Pollution Prevention Notes Standard Storm Water Pollution Prevention Notes included on Grading Plans 500.4 - Water PoUution Control Drawings (WPCDs) WPCDs included as Attachment B Cover sheet listing BMPs that will be used and any selected options shown on fact sheets, along with constmction notes and a legend All BMPs that can be shown are shown where appropriate on WPCDs BMP details included with WPCDs and appropriate CASQA and other standard references included Additional details shown as necessary to describe site specific BMP applications Grading sheets, drainage sheets or erosion control sheets used as base sheets for WPCDs. Base sheet details required: site perimeter Existing and proposed buildings, lots and roadways Permanent post constmction BMPs Storm water collection and discharge points General topography before and after constmction; anticipated discharge location(s) Tributary areas and drainage pattems to each on-site storm water inlet Receiving water or discharge point; off-site tributary drainage areas; temporary on-site drainage(s) to carry concentrated flows Outline of areas of existing vegetation; soil cover or native vegetation that will remain undisturbed Areas of cut and fill Outlines of areas of soil disturbance Locations of known toxic spills and discharges or contaminated soils Locations of potential non-storm water discharges such as dewatering operations, concrete saw cutting or coring, pressure washing, waterline flushing, diversions, cofferdams and vehicle equipment cleaning Locations of direct discharge into a Section 303(d) listed water body Sampling locations Ingress and egress points Temporary stockpiles fll Tier 3 SWPPP CASQA Format Chec)-|24/08 Vehicle and equipment storage, fueling, maintenance and cleaning; and, phasing and/or constmction staging BMPs for waste management and materials pollution control Show all storage, staging, borrow sites, stockpile sites, access roads, lay down areas and other non-development constmction areas where constmction activity will occur including contractors yard if in vicinity All contractor phasing and/or constmction staging reflected on WPCDs for full scope of project 500.5 - Construction BMP Maintenance, Inspection and Repair Description of program to maintain all constmction BMPs Complete maintenance, inspection and repair program included as Attachment G 500.6 - Post-Construction Storm Water Management 500.6.1 Post-Construction Control Practices Describe the constmction BMPs employed after all constmction phases have been completed including their operation and maintenance after project completion For projects that require a Storm Water Management Plan (SWMP), the City SWMP identification number shall be referenced 500.6.2 - Operation/Maintenance after Project Completion Description of any operations and maintenance requirements of post-constmction control practices List parties responsible for long term operation and maintenance of permanent BMPs 500.7 - Training Description of storm water pollution prevention training that contractor's inspection, maintenance and repair personnel have received Storm Water Pollution Prevention Manger (SWPPM) has a minimum of 24 hours training Document formal and informal storm water training on Trained Contractor Personnel Log Sheet included as Attachment I List of classes and copies of class completion documents may be submitted 500.8 - List of Subcontractors List of subcontractors and individuals responsible for implementation of the SWPPP including telephone numbers and addresses included as Attachment J Seetion 600 - Monitorinfi Program and Reports 600.1 - Site Inspections Required text included 600.2 - Non-CompUance Reporting Required text included Sample Notice of Compliance form included as Attachment K Sample logging discharges form included as Attachment T 600.3 - Record Keeping and Reports Required text included Page 7 of 11 Tier 3 SWPPP CASQA Format Checklist 3/24/08 600.4 - SampUng and Analysis Plan for Sediment (for projects discharging to 303(d) waters) Required text included Describe if project discharges to 303(d) waters 600.4.1 - Scope of Monitoring Activities List the impaired 303(d) water body and reason for impairment Describe the location(s) of direct discharge to each 303(d) listed water body Required text included 600.4.2 - Monitoring Strategy Required text included Description of sampling schedule for monitoring impacts of direct discharges Description of sampling locations Description of rationale for selection of sampling location Identification of upstream location for sampling including GPS coordinates Identification of downstream location for sampling including GPS coordinates Include sampling location for run-on location if one exists Describe surrounding areas that may contribute to run-on sediment to site Sampling locations not located near point sources or confluences Sampling locations not located directly downstream from bridge or road surface mn-off 600.4.3 - Monitoring Preparation Identify sampling personnel including company name Describe training and qualifications of sampling personnel Identify contractors health and safety procedures for sampling personnel Identify altemate sampling personnel Identify state certified laboratory to analyze samples Describe strategy for ensuring adequate sample supplies are available prior to sampling Describe strategy for ensuring appropriate field testing equipment is available prior to sampling 600.4.4 - Sample CoUection and HandUng Description of sample collection procedures Sample procedure in accordance with test procedure under 40 CFR Part 136 Description of sample handling procedures Description of decontamination waste disposal requirements Description of sample collection documentation procedures Description of procedures for recording and correcting sampling data Chain of custody form required to be submitted to laboratory with samples Sampling activity log to be kept to document details of all sampling events Each sample bottle required to have proper and complete identification label Pa£ fll Tier 3 SWPPP CASQA Format Checl; 24/08 () 600.4.5 - Sample Analysis Describe tests to be used on project samples using "Sample Collection, Preservation and Analysis for Monitoring Sedimentation/Siltation and/or Turbidity" form Appropriate answers included on form for discharges to 303(d) listed waters All appropriate blank fields on form filled in 600.4.6 - QuaUty Assurance/QuaUty Control Required text included 600.4.7 - Data Management and Reporting Required text included 600.4.8 - Data Evaluation Required text included 600.4.9 - Change of Conditions Required text included 600.5 - SampUng and Analysis Plan for Non-Visible PoUutants Required text included 600.5.1 - Scope of Monitoring Activities Required text included Identify general sources and locations of potential non-visible pollutants on project site for: Materials or wastes identified in Section 500.3.1 Materials or wastes that are stored under watertight conditions Constmction activities such as application of fertilizers, pesticides, herbicides etc that have occurred during a rain event of with 24 hours preceding a rain event Existing site features contaminated with non-visible pollutants Application of soil amendments and other chemicals with the potential to alter PH levels or contribute toxic pollutants to storm water mnoff Storm water runoff from an area contaminated by historical usage of the site Storm water run-on to the project site with potential to contribute pollutants Breaches, malfunctions, leakages or spills from a BMP 600.5.2 - Monitoring Strategy Required text included Description of sampling schedule Describe locations for sampling locations Description for rationale for selection sampling locations Sampling locations selected from each source of non-visible pollutants identified in Section 600.5.1 Description of location for collecting uncontaminated background sample Description of location for sampling storm water run-on form each location identified in Section 600.5.1 Page 9 of 11 Tier 3 SWPPP CASQA Format Checklist 3/24/08 Description of sampling locationat off-site activities related to the project Sampling locations in areas that are safe, out of the path of heavy traffic and have attainable access List and describe surrounding sites and uses that may contribute mn-on or airbome constituents to the site 600.5.3 - Monitoring Preparation Identify party responsible for sample collection Describe training and qualifications of sampling personnel Identify contractors health and safety procedures for sampling personnel Identify altemate sampling personnel Identify state certified laboratory to analyze samples Describe strategy for ensuring adequate sample supplies are available prior to sampling Describe strategy for ensuring appropriate field testing equipment is available prior to sampling 600.5.4 - Analytical Constituents Table 600-2 to be completed and attached List of non-visible pollutant source, non-visible pollutant name and water quality indicator Constmction Material and Pollutant Testing Guidance Table - Non-Visible Pollutants table completed and attached Visible pollutants not added to table Table 600-3 completed and attached 600.5.5 - Sample CoUection and HandUng Laboratory analysis, sampling, sample preservation and analyses conducted according to test procedures under 40 CFR Part 136 Chain of custody form required to be submitted to laboratory with samples Sampling activity log to be kept to document details of all sampling events Each sample bottle required to have proper and complete identification label Description of sample collection procedures Description of sample handling procedures Description of decontamination waste disposal requirements Description of sample collection documentation procedures Description of procedures for recording and correcting sampling data Table 600-3 to be completed 600.5.6 - Sample analysis Table 600-2 to be completed and attached Table 600-3 to be completed and attached Test method included for each non-visible pollutant identified in Table 600-2 Procedure to contact laboratory for appropriate test method(s)/specification to be used for each constituent Field test instruments to be used for sampling identified 600.5.7 - QuaUty Assurance/QuaUty Control of 11 Tier 3 SWPPP CASQA Format Chec' (24/08 Required text included 600.5.8 - Data Management and Reporting Required text included 600.5.9 Data Evaluation Required text included 600.5.10 - Change of Conditions Required text included Page 11 of 11 Tier 3 SWPPP CASQA Format Checklist 3/24/08 BMP Selection: The following tables are provided to help identify and select appropriate site specific BMPs for the proposed project. Review the list of potential site constmction activities and site conditions described along the left hand column of each sheet. Then, for each activity or site condition that is included in the proposed project, pick one or more of the BMPs described at the top ofthe form and place an X(s) in the box(es) that form(s) an intersection between the activity/site condition row and BMP column(s). All stmctural (physical facility) BMP's should be shown on the site plan in the Constmction SWPPP drawing set. Any proposed no-stmctural BMP should be noted in the Special Notes on the Constmction SWPPP drawing set. Page5oflO Tier 2 Site Assessment Form 3/24/08 Erosion Control BMPs BMP Description Scheduling Preservation of Existing Vegetation Hydraulic Mulch Hydroseeding Soil Binders Straw Mulch Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Velocity Dissipation Slope Drains Streambank Stabilization Polyacrylamide Wind Erosion Control CASQA Designation Construction Activity or Site Condition EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 EC-10 EC-11 EC-12 EC-13 WE-1 Cleared Areas Flat pad graded areas Graded slope areas Trenching/Excavation Stockpiling Drilling/Boring Conduit/Pipe Installation Substructure/Pad Installation Staging Area Existing onsite vegetated areas Drainage flow onto site Drainage flows off of site Drainage at top of slope Other (list): Wind Erosion BMPs Page6 of 10 Tier 2 Site Assessment Form 3/24/08 Sediment Control BMPs BMP Description Silt Fence Sediment Basin Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Straw Bale Barrier Storm Drain Inlet Protection Chemical Treatment CASQA Designation ^ Construction Activity Or Site Condition SE-1 SE-2 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-9 SE-10 SE-11 Cleared Areas Flat pad graded areas Graded slope areas Trenching/Excavation Stockpilirig Drilling/Boring Conduit/Pipe Installation Substructure/Pad Installation Paving Staging Area Existing onsite vegetated areas Drainage flow onto site Drainage flows off of site Drainage at top of slope Other (list): Page? of 10 Tier 2 Site Assessment Form 3/24/08 Tracking Control BMPs BMP Description -> Stabilized Construction Ingress/Egress Stabilized Construcion Roadway Ingress/Egress Tire Wash CASQA Designation ^ Construction Activity V TR-1 TR-2 TR-3 Site Access point(s) Staging area access point(s) Maintenance access roads to BMPs other (list): Pages of 10 Tier 2 Site Assessment Form 3/24/08 Non-Storm Water Management BMPs BMP Description -> Water Conservation Practices Dewatering Operations Paving and Grinding Operations Temporary Stream Crossing Clear Water Diversion Illicit Connection/Discharge Potable Water/Irrigation Vehicle and Equipment Cleaning Vehicle and Equipment Fueling Vehicle and Equipment Maintenance Pile Driving Operations Concrete Curing Concrete Finishing Material and Equipment Use Demolition Adjacent to Water Temporary Batch Plants CASQA Designation -> Construction Activity & Site Conditions NS-1 NS-2 NS-3 NS-4 NS-5 NS-6 NS-7 NS-8 NS-9 o CO z CO z CM CO z CO CO z CO z CO z CO CO z Landscaping & Irrigation Drilling/Boring Concrete/Asphalt Sawcutting Concrete flatwork Paving Wire, Cable & Connector Installation Site Housekeeping Staging Area Equipment Maintenance and Fueling Hazardous Substance Management Dewatering Steam crossing Material delivery Solid waste handling including trash and debris removal Concrete or stucco work Other (list): Page9 of 10 Tier 2 Site Assessment Form 3/24/08 Waste Management and Materials Pollution Contro BMP Description Material Delivery and Storage Material Use Stockpile Management Spill Prevention and Control Solid Waste Management Hazardous Waste Management Contaminated Soil Management Concrete Waste Management Sanitary/ Septic Waste Management Liquid Waste Management CASQA Designation -> Construction Activity And Site Conditions WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-7 WM-8 WM-9 WM-10 Landscaping & Irrigation Drilling/Boring Concrete/Asphalt Sawcutting Concrete flatwork Paving Wire, Cable & Connector Installation Site Housekeeping Staging Area Equipment Maintenance and Fueling Hazardous Substance Management Dewatering Steam crossing Material delivery Solid waste handling including trash and debris removal Concrete or stucco work Temporary porta-potties Other (list): BMPs PagelOof 10 Tier 2 Site Assessment Form 3/24/08 Tier 2 Construction SWPPP Required Elements Checklist Required Elements Required for Project Preparer Verification Construction SWPPP Drawing Set 1. Standard Storm Water Pollution Prevention Notes A. General Site Management Requirements Notes B. Rainy Season Site Management Requirements Notes C. Erosion Control Hydroseeding, Planting and Irrigation Notes D. Special site specific notes 2. City SWMP identification number affixed for high priority projects 3. Construction Threat to Storm Water Quality rating (high or medium inspection frequency required?) 4. Regional Water Board WDID Number shall be affixed for small linear utility projects as appropriate 5. Proj ect Location 6. Legend 7. Description of work A. Quantities (cut, fill, import, export) B. Area of disturbance C. Site conditions description 1) Soils type 8. Benchmark Information 9. Preparer's signature and seal as appropriate 10. City title block 11. Emergency contact name, company and phone number 12. Water shed project drains to listed 13. Site Plan A. Existing topographic and cultural features of site and immediate vicinity as appropriate B. Scale and north arrow C. Project boundary and property lines D. Proposed grading contours and slopes clearly shown Page 1 of2 Tier 2 Required Elements Checklist 3/24/08 E. Staging areas, equipment storage, refiieling, stockpiling and maintenance areas identified F. Storm drain inlets, open channels and natural drainages and watercourses that flow onto or drain off of the project site clearly delineated G. Potential source points of pollutants (fiieling locations, waste container areas, wash racks, hazardous materials storage, etc) H. Site access locations I. Proposed BMPs - location and description 1) Perimeter controls 2) Erosion controls 3) Sediment controls 4) Tracking controls 5) Non-storm water management controls 6) Waste management and materials pollution controls 7) Additional controls (as needed) 8) Advanced treatment methods (as needed) J. Toxic or hazardous material contamination or spill areas K. Existing site BMP installations 14. BMP detail drawings as needed Construction SWPPP Supplemental Documentation 1. Storm Water Compliance Form for a Tier 2 Construction SWPPP completed and signed 2. Tier 2 Site Assessment Form completed and signed 3. Hydrology and hydraulic calculations (as needed for sediment basins and sizing of drainage swales to handle drainage during construction 4. Soils report (as needed when proposed BMP installation may affect ground water, slope stability or other geotechnical site condition) Page 2 of 2 Tier 2 Required Elements Checklist 3/24/08 STORM WATER POLLUTION PREVENTION GENERAL SITE MANAGEMENT REQUIREMENTS THE FOLLOWING GENERAL SITE MANAGEMENT REQUIREMENTS SHALL BE ADHERED TO THROUGHOUT THE DURATION OF THE CONSTRUCTION WORK (YEAR ROUND): 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT FROM AT . 2. DEVICES SHOWN ON CITY APPROVED PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 3. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 4. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 5. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 6. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY. 7. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 8. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 9. ALL GRADED AREAS MUST HAVE EROSION CONTROL PROTECTION BEST MANAGEMENT PRACTICE MEASURES PROPERLY INSTALLED. 10. ADEQUATE PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 11. ADEQUATE SEDIMENT CONTROL BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 12. ADEQUATE MEASURES TO CONTROL OFFSITE SEDIMENT TRACKING MUST BE INSTALLED AND MAINTAINED. 13. A MINIMUM OF 125% OF THE MATERIAL NEEDED TO INSTALL STANDBY BEST MANAGEMENT PRACTIVE MEASURES TO PROTECT THE EXPOSED AREAS FROM EROSION AND PREVENT SEDIMENT DISCHARGES, MUST BE STORED ONSITE. AREAS ALREADY PROTECTED FROM EROSION USING PHYSICAL STABILIZATION OR ESTABLISHED VEGETATION STABILIZATION MEASURES ARE NOT CONSIDERED TO BE "EXPOSED" FOR PURPOSES OF THIS REQUIREMENT. standard Construction SWPPP Notes 3/24/08 14. THE OWNER/DEVELOPER/CONTRACTOR MUST HAVE AN APPROVED "WEATHER TRIGGERED" ACTION PLAN AND BE ABLE TO DEPLOY STANDBY BEST MANAGEMENT PRACTICE MEASURES TO COMPLETELY PROTECT THE EXPOSED PORTIONS OF THE SITE WITHIN 48 HOURS OF A PREDICTED STORM EVENT (A PREDICTED STORM EVENT IS DEFINED AS A FORECASTED, 40% CHANCE OF RAIN BY THE NATIONAL WEATHER SERVICE). ON REQUEST, THE OWNER/CONTRACTOR MUST PROVIDE PROOF OF THIS CAPABILITY THAT IS ACCEPTABLE TO THE CITY. 15. DEPLOYMENT OF PHYSICAL OR VEGETATION EROSION CONTROL MEASURES MUST COMMENCE AS SOON AS SLOPES ARE COMPLETED. THE OWNER/CONTRACTOR MAY NOT CONTINUE TO RELY ON THE ABILITY TO DEPLOY STANDBY BEST MANAGEMENT PRACTICE MATERIALS TO PREVENT EROSION OF SLOPES THAT HAVE BEEN COMPLETED. 16. UNLESS OTHERWISE SPECIFIED ON THE GRADING PLANS OR THE CONSTRUCTION STORM WATER POLLUTION PREVENTION PLAN DOCUMENTS, THE AREA THAT CAN BE CLEARED, GRADED, AND LEFT EXPOSED AT ONE TIME IS LIMITED TO THE AMOUNT OF ACREAGE THAT THE CONTRACTOR CAN ADEQUATELY PROTECT PRIOR TO A PREDICTED RAINSTORM. IT MAY BE NECESSARY TO DEPLOY EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICE MEASURES IN AREAS THAT ARE NOT COMPLETED AND ARE NOT ACTIVELY BEING WORKED BEFORE ADDITIONAL GRADING IS ALLOWED TO PROCEED, AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. RAINY SEASON SITE MANAGEMENT REQUIREMENTS (OCTOBER 1 - APRIL 30) THE FOLLOWING RAINY SEASON SITE MANAGEMENT REQUIREMENTS SHALL BE ADHERED TO THROUGHOUT THE RAINY SEASON DEFINED AS BEGINNING ON OCTOBER 1 OF ANY YEAR AND EXTENDING THROUGH APRIL 30^" OF THE FOLLOWING YEAR: 1. EROSION CONTROL, PERIMETER PROTECTION AND SEDIMENT CONTROL BEST MANAGEMETN PRACTICE MEASURES MUST BE UPGRADED IF NECESSARY TO PROVIDE SUFFICIENT PROTECTION FOR STORMS LIKELY TO OCCUR DURING THE RAINY SEASON. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT. 3. ADEQUATE PHYSICAL OR VEGETATION EROSION CONTROL BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND ESTABLISHED FOR ALL COMPLETED SLOPES PRIOR TO THE START OF THE RAINY SEASON. THESE BEST MANAGEMENT PRACTICE MEASURES MUST BE MAINTAINED THROUGHOUT THE RAINY SEASON. IF A SELECTED BEST MANAGEMENT PRACTICE MEASURE FAILS, IT MUST BE REPAIRED AND IMPROVED, OR REPLACED WITH AN ACCEPTABLE ALTERNATE AS SOON AS IT IS SAFE TO DO SO. THE FAILURE OF A BEST MANAGEMENT PRACTICE MEASURE INDICATES IT WAS NOT ADEQUATE FOR THE CIRCUMSTANCES IN WHICH IT WAS USED. REPAIRS OR REPLACEMENTS MUST THEREFORE PUT A MORE ROBUST BEST MANAGEMENT PRACTICE MEASURE IN PLACE. standard Construction SWPPP Notes 3/24/08 4. ALL VEGETATION EROSION CONTROL MUST BE ESTABLISHED PRIOR TO THE RAINY SEASON TO BE CONSIDERED AS A BEST MANAGEMENT PRACTICE MEASURE. 5. THE AMOUNT OF EXPOSED SOIL ALLOWED AT ONE TIME SHALL NOT EXCEED THAT WHICH CAN BE ADEQUATELY PROTECTED BY DEPLOYING STANDBY EROSION CONTROL AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICE MEASURES PRIOR TO A PREDICTED RAINSTORM. 6. A DISTURBED AREA THAT IS NOT COMPLETED BUT THAT IS NOT BEING ACTIVELY GRADED MUST BE FULLY PROTECTED FROM EROSION IF LEFT FOR 10 OR MORE DAYS. THE ABILITY TO DEPLOY STANDBY BEST MANAGEMENT PRACTICE MEASURE MATERIALS IS NOT SUFFICIENT FOR THESE AREAS. BEST MANAGEMENT PRACTICE MEASURES MUST ACTUALLY BE DEPLOYED. EROSION CONTROL HYDROSEEDING. PLANTING AND IRRIGATION 1. ALL PERMANENT AND TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION SHALL BE INSTALLED AND MAINTAINED AS REQUIRED IN SECTION 212 OF THE STANDARD SPECIFICATIONS AND THE FOLLOWING: A HYDROSEEDING SHALL BE APPLIED TO: 1 ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VERTICAL) OR STEEPER WHEN THEY ARE: a. THREE FEET OR MORE IN HEIGHT AND ADJACENT TO A PUBLIC WALL OR STREET. b. ALL SLOPES 4 FEET OR MORE IN HEIGHT. ^ 2 AREAS GRADED FLATTER THAN 6:1 WHEN ANY OF THE FOLLOWING CONDITIONS EXIST: a. NOT SCHEDULED FOR IMPROVEMENTS (CONSTRUCTION OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING. b. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC. 0. HAVE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER THAT WARRANTS IMMEDIATE TREATMENT. B HYDROSEEDED AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH THE FOLLOWING CRITERIA: 1 ALL SLOPES THAT ARE GRADED 6:1 OR STEEPER AND THAT ARE: a. THREE TO EIGHT FEET IN HEIGHT SHALL BE IRRIGATED BY HAND WATERING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE. b. GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE. 2 AREAS SLOPED LESS THAN 6:1 SHALL BE IRRIGATED AS APPROVED BY THE CITY ENGINEER, PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE IRRIGATION TO THE CITY ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS, TYPES, AND COSTS OF THE ELEMENTS OF THE PROPOSED SYSTEM. ^-"111^ 3 IRRIGATION SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GROWN OF THE HYDROSEEDED GROWTH. ^ iii standard Construction SWPPP Notes 3/24/08 C HYDROSEEDING MIX SHALL CONSIST OF ALL OF THE FOLLOWING: 1 SEED MIX SHALL CONSIST OF NO LESS THAN: a. 20 lbs. PER ACRE OF ROSE CLOVER b. 20 lbs. PER ACRE OF ZORRO FESCUE c. 3 lbs. PER ACRE OF E SCHOOL CIA CALIFORNICA d. 4 lbs. PER ACRE OF ACHILLEA MILLEFOLIA e. 3 lbs. PER ACRE OF ALYSSUM (CARPET OF SNOW) f. 1/2 Ib. PER ACRE OF DIMORPHOLECA g. ITEMS c,d,e, AND f OF THIS SUBSECTION MAY BE OMITTED ON LOCATIONS WHERE THE AREA BEING HYDROSEEDED IS NOT VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAL STRUCTURES h. ITEM a OF THIS SUBSECTION MUST BE INOCULATED WITH A NITROGEN FIXING BACTERIA AND APPLIED DRY EITHER BY DRILLING OR BROADCASING BEFORE HYDROSEEDING. i. ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JOBSITE IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE CERTIFICATION TAG ATTACHED TO, OR PRINTED ON SAID CONTAINERS. j. NON-PHYTO-TOXIC WETTING AGENTS MAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCRETION OF THE CONTRACTOR. 2 TYPE 1 MULCH APPLIED AT THE RATE OF NO LESS THAN 2000 lbs PER ACRE. TYPE 6 MULCH (STRAW) MAY BE SUBSTITUTED, ALL OR PART, FOR HYDRAULICALLY APPLIED FIBER MATERIAL. WHEN STRAW IS USED, IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN 50% OF THE STRAW INTO THE SOIL. 3 FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFATE, 16-20-0, WITH 15% SULPHUR APPLIED AT THE RATE OF 500 lbs. PER ACRE. D AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING BY: 1 ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION OF: a. TRACK WALKING SLOPES STEEPER THAN 6:1 b. HARROWING AREAS 6:1 OR FLATTER THAT ARE SUFFICIENTLY FRIABLE. 0. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEMS a OR b ABOVE. 2 CONDITIONING THE SOILS SO THAT IT IS SUITABLE FOR PLANTING BY: a. ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED. b. THE ADDITION OF SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING COVERING SALINE SOILS TO PROVIDED VIABLE CONDITIONS FOR GROWTH. E HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTIL THE PROJECT IS PERMANENTLY LANDCAPED OR, FOR AREAS WHERE HYDROSEEDING IS THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL BONDS RELEASED. iv standard Construction SWPPP Notes 3/24/08 2. ALL SLOPES SHALL HAVE IRRIGATION INSTALLED AND BE STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. 3. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFICIENT COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO OCTOBER 1, THE SLOPES SHALL BE STABILIZED BY AN APPROPRIATE EROSION CONTROL MATTING MATERIAL APPROVED BY THE PUBLIC WORKS INSPECTOR. 4. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. , AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR. 5. THE OWNER/APPLICANT SHALL ENSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THIS CONSTRUCTION SWPPP WITH THAT SHOWN ON ANY GRADING PLANS, LANDSCAPE AND IRRIGATION PLANS AND IMPROVEMENT PLANS AS REQUIRED FOR THIS PROJECT WORK. standard Construction SWPPP Notes 3/24/08 Appendix J Excerpts from EPA Guidelines for Selecting Construction BMPs Construction SWPPP Standards and Requirements Rev 6/4/2008 Chapter 4: SWPPP Development—Selecting Erosion and Sediment Control BMPs This document is not intended as an engineering or design manual on BMPs. The engineer or other qualified person that develops the details of your sediment and erosion control plan should be using the appropriate state or local specifications. The descriptions below provide a kind of checklist of the things to look for and some helpful installation and maintenance hints. Erosion and sediment controls are the structural and non-structural practices used during the construction process to keep sediment in place (erosion control) and to capture any sediment that is moved by stormwater before it leaves the site (sediment control). Erosion controls-keeping soil where it is-are the heart of any effective SWPPP. Your SWPPP should rely on erosion controls as the primary means of preventing stormwater pollution. Sediment controls provide a necessary second line of defense to properly designed and installed erosion controls. The suite of BMPs that you include in your SWPPP should reflect the specific condi- tions at the site. The information that you collected in the previous steps should help you select the appropriate BMPs for your site. An effective SWPPP includes a combination or suite of BMPs that are designed to work together. > This chapter presents a brief discussion of erosion and sediment control principles and a discussion of some commonly used BMPs. Ten Keys to Effective Erosion and Sediment Control (ESC) The ultimate goal of any SWPPP is to protect rivers, lakes, wetlands, and coastal waters that could be affected by your construction project. The following principles and tips should help you build an effective SWPPP. Keep in mind that there are many BMP options available to you. We have selected a few common BMPs to help illustrate the principles discussed in this chapter. Tal^ a Closer Look,.. BMPs in Combination BMPs work much better when they are used in combination. For instance, a silt fence should not be used alone to address a bare slope. An erosion control BMP should be used to stabilize the slope, and the silt fence should serve as the backup BMP. £ros/on Control (keeping the dirt in place) and Minimizing the Impact of Construction 1. Minimize disturbed area and protect natural features and soil 2. Phase construction activity 3. Control stormwater flowing onto and through the project 4. Stabilize soils promptly 5. Protect slopes Sediment Controls (the second line of defense) 6. Protect storm drain inlets 7. Establish perimeter controls 8. Retain sediment on-site and control dewatering practices 9. Establish stabilized construction exits 10. Inspect and maintain cenfirots What does this mean to me? I I 'di ( ti^( A ijf) TfK ^-^ PI Sior ( oiitrJ wi'h ^el^'r f nf iU)-,^n tisuf tt-if >^i ! ( nt <1(}f\n 11''r''(^ y(vir /^^ ' iitrujill/ ^H,u<itt y(jnr 8MP^ t^ py pi'tnr,mK /ill Ic nd'htion M pplpr nntdl BMP II IUH P fu i') fTM/. f ^ nould you IPL ld( ^ ^ BMP witn ^lu tt^r HIP ' it n gnt vofA/v'fY' IJsina PMP n > nf-\ nP( 41VPS you I i% fl I ^se ' B'lP . / ->i,'(l trill Erosion Control and Minimizing the Impact of Construction ESC Principle 1: Minimize disturbed area and protect natural features and soil. As you put together your SWPPP, carefully consider the natural features of the site that you assessed in Chapter 3. By carefully delineating and controlling the area that will be disturbed by grading or construction activities, you can greatly reduce the potential for soil erosion and stormwater pollution problems. Limit disturbed areas to only those necessary for the construction of your project. Natural vegetation is your best and cheapest erosion control BMP. Protecting and preserving topsoil is also a good BMP. Removing topsoil exposes underlying layers that are often more prone to erosion and have less infiltration capacity. Keeping topsoil in place preserves the natural structure of the soils and aids the infiltration of stormwater. Figure 7. Protect vegetated buffers by using silt fence or otiier sediment controls. ESC Principle 2: Phase construction activity. Another technique for minimizing the duration of exposed soil is phasing. By scheduling or sequencing your construction work and concentrating it in certain areas, you can minimize the amount of soil that is exposed to the elements at any given time. Limiting the area of disturbance to places where construction activities are underway and stabilizing them as quickly as possible can be one of your most effective BMPs. ESC Principle 3: Control stormwater flowing onto and through your project. Plan for any potential stormwater flows coming onto the project area from upstream locations, and divert (and slow) flows to prevent erosion. Likewise, the volume and velocity of on-site stormwater runoff should be controlled to minimize soil erosion. Example BMP: Diversion Ditches or Berms Description: Diversion ditches or berms direct runoff away from unprotected slopes and may also direct sediment-laden runoff to a sediment-trapping structure. A diversion ditch can be located at the upslope side of a construction site to prevent surface runoff from entering the disturbed area. Ditches or berms on slopes need to be designed for erosive velocities. Also, ensure that the diverted water is released through a stable outlet and does not cause downslope or downstream erosion or flooding. Installation Tips: • Divert run-on and runoff away from disturbed areas • Ensure that the diversion is protected from erosion, using vegetation, geotextiles, or other appropriate BMPs • Divert sediment-laden water to a sediment-trapping structure • Use practices that encourage infiltration of stormwater runoff wherever possible Maintenance: • Inspect diversions and berms, including any outlets, regularly and after each rainfall • Remove any accumulated sediment Figure 8. Illustration of a construction berm to divert stormwater away from the disturbed construction area. 18 Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites ESC Principle 4: Stabilize soils promptly. Where construction activities have temporarily or permanently ceased, you should stabilize exposed soils to minimize erosion. You should have stabilization measures in place after grading activities have ceased (many permits require stabilization within a specified time frame). You can provide either temporary or permanent cover to protect exposed soils. Temporary measures are necessary when an area of a site is disturbed but where activities in that area are not completed or until permanent BMPs are established. Topsoil stockpiles should also be protected to minimize any erosion from these areas. Temporary-cover BMPs include temporary seeding, mulches, matrices, blankets and mats, and the use of soil binders (there may be additional state and local requirements for the use of chemical-based soil binders). Permanent-cover BMPs include permanent seeding and planting, sodding, channel stabilization, and vegetative buffer strips. Silt fence and other sediment control measures are not stabilization measures. SWPPP Tip! Final Stabilization Once construction activity in an area is completed and the area is stabilized (typically by achieving 70 percent permanent vegetative cover), you can mark this area on your SWPPP and discontinue inspections in that area. By bringing areas of your site to final stabilization, you can reduce your workload associated with maintaining and inspecting BMPs. For more information on final stabilization, see Chapter 9. Water regularly, if needed, to ensure quick growth Maintain backup BMPs, such as silt fence or settling ponds SWPPP Tip! Wind Control BMPs In areas where dust control is an issue, your SWPPP should include BMPs for wind-erosion control. These consist of mulching, wet suppression (watering), and other practices. ESC Principle 5: Protect slopes. Protect all slopes with appropriate erosion controls. Steeper slopes, slopes with highly erodible soils, or long slopes require a more complex combination of controls. Erosion control blankets, bonded fiber matrices, or turf reinforcement mats are very effective options. Silt fence or fiber rolls may also be used to help control erosion on moderate slopes and should be installed on level contours spaced at 10- to 20-foot intervals. You can also use diversion channels and berms to keep stormwater off slopes. Example BMP: Rolled erosion control products Description: Erosion control products include mats, geotextiles, and erosion control blankets and products that provide temporary stabilization and help to establish vegetation on disturbed soils. Such products help control erosion and help establish vegetation and are often used on slopes, channels, or stream banks. Example BMP: Temporary Seeding Description: Temporarily seeding an area to establish vegetative cover is one of the most effective, and least expensive, methods of reducing erosion. This approach, as a single BMP, might not be appropriate on steep slopes, when vegetation cannot be established quickly enough to control erosion during a storm event, or when additional activities might occur soon in the area. Installation Tips: • Seed and mulch area (the mulch provides temporary erosion protection by protecting the soil surface, moderating temperature, and retaining moisture while seeds germinate and grow) Figure 9. Illustration of erosion control blankets installed on slope. Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites 19 e Installation Tips: • Use rolled erosion-control products on slopes steeper than 3 to 1 (horizontal to vertical) and in swales or long channels Trench the top of the blanket into the ground to prevent runoff from flowing under the blanket Overlap the lower end of the top mat over the top of the downslope mat to ensure that runoff stays on top of the blankets and mats along (he coaotf. Figure 10. Illustration of a fiber roll installation along a slope. • Staple blankets and mats according to specifications Maintenance: • Periodically inspect for signs of erosion or failure • Repair the blanket or mat if necessary • Continue inspections until vegetation is established at the level required to quaUfy as final stabilization Example BMP: Storm Drain Inlet Protection Description: Storm drain inlet protection prevents sediment from entering a storm drain by surrounding or covering the inlet with a filtering material. Several types of filters are commonly used for inlet protection: silt fence, rock-filled bags, or block and gravel. The type of filter used depends on the inlet type (for example, curb inlet, drop inlet), slope, and volume of flow. Many different commercial inlet filters are also available. Some commercial inlet filters are placed in front of or on top of an inlet, while others are placed inside the inlet under the grate. Runoff Figure 11. Illustration of a storm drain inlet with rock-filled bags filtering stormwater. ESC Principle 6: Protect storm drain inlets. Protect all inlets that could receive stormwater from the project until final stabilization of the site has been achieved. Install inlet protection before soil-disturbing activities begin. Maintenance throughout the construction process is important. Upon completion of the project, storm drain inlet protection is one of the temporary BMPs that should be removed. Storm drain inlet protection should be used not only for storm drains within the active construction project, but also for storm drains outside the project area that might receive stormwater discharges from the project. If there are storm drains on private property that could receive stormwater runoff from your project, coordinate with the owners of that property to ensure proper inlet protection. Installation Tips: • Install inlet protection as soon as storm drain inlets are installed and before land-disturbance activities begin in areas with existing storm drain systems • Protect all inlets that could receive stormwater from your construction project • Use in conjunction with other erosion prevention and sediment control BMPs— remember, inlet protection is a secondary BMP! • Design your inlet protection to handle the volume of water from the area being drained. Ensure that the design is sized appropriately. Maintenance: • Inspect inlets frequently and after each rainfall 20 Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites • Remove accumulated sediment from around the device and check and remove any sediment that might have entered the inlet • Replace or repair the inlet protection if it becomes damaged • Sweep streets, sidewalks, and other paved areas regularly SWPPP Tip! storm drain inlet protection should never be used as a primary BMP! Use erosion control techniques such as hydromulching or erosion- control blankets to prevent erosion. Use inlet protection and other sediment control BMPs as a backup or last line of defense. ESC Principle 7: Establish perimeter controls. Maintain natural areas and supplement them with silt fence and fiber rolls around the perimeter of your site to help prevent soil erosion and stop sediment from leaving the site. Install controls on the downslope perimeter of your project (it is often unnecessary to surround the entire site with silt fence). Sediment barriers can be used to protect stream buffers, riparian Figure 12. Illustration of proper techniques to use in installing silt fence. areas, wetlands, or other waterways. They are effective only in small areas and should not be used in areas of concentrated flow. Example BMP: Silt Fence and Fiber Rolls Description: A silt fence is a temporary sediment barrier consisting of a geotextile attached to supporting posts and trenched into the ground. Silt fencing is intended to retain sediment that has been dislodged by stormwater. It is designed only for runoff from small areas and is not intended to handle flows from large slopes or in areas of concentrated flow. Fiber rolls serve the same purpose and consist of an open mesh tubular sleeve filled with a fibrous material which traps sediment. Fiber rolls are generally staked to the ground. Installation Tips: DO: • Use silt fence or fiber rolls as perimeter controls, particularly at the lower or down slope edge of a disturbed area • Leave space for maintenance between toe of slope and silt fence or roll • Trench in the silt fence on the uphill side (6 inches deep by 6 inches wide) • Install stakes on the downhill side of the fence or roll • Curve the end of the silt fence or fiber roll up-gradient to help it contain runoff DON'T: • Install a silt fence or fiber rolls in ditches, channels, or areas of concentrated flow • Install it running up and down a slope or hill • Use silt fencing or fiber rolls alone in areas that drain more than a quarter-acre per 100 feet of fence Maintenance: • Remove sediment when it reaches one- third of the height of the fence or one- half the height of the fiber roll • Replace the silt fence or roll where it is worn, torn, or otherwise damaged • Retrench or replace any silt fence or roll that is not properly anchored to the ground Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites 21 o tiap ^ Daw twsgth = fewwih ot mof« • seeded • statts mrttet Figure 13. Illustration of a sediment basin ESC Principle 8: Retain sediment on-site and control dewatering practices. Sediment barriers described in ESC Principle 7 can trap sediment from small areas, but when sediment retention from a larger area is required, consider using a temporary sediment trap or sediment basin. These practices detain sediment-laden runoff for a period of time, allowing sediment to settle before the runoff is discharged. Proper design and maintenance are essential to ensure that these practices are effective. You should use a sediment basin for common drainage locations that serve an area with 10 or more acres disturbed at any one time. The basin should be designed to provide storage for the volume of runoff from the drainage area for at least a 2-year, 24-hour storm (or 3,600 cubic feet of storage per acre drained, which is enough to contain 1 inch of runoff, if the 2-year, 24-hour calculation has not been performed). Check your permit for exact basin sizing requirements. Sediment basins should be located at low-lying areas of the site and on the down-gradient side of bare soil areas where flows converge. Do not put sediment traps or basins in or immediately adjacent to flowing streams or other waterways. Where a large sediment basin is not practical, use smaller sediment basins or sediment traps (or both) where feasible. At a minimum, use silt fences, vegetative buffer strips, or equivalent sediment controls for all down- gradient boundaries (and for those side-slope boundaries deemed appropriate for individual site conditions). Dewatering practices are used to remove ground water or accumulated rain water from excavated areas. Pump muddy water from these areas to a temporary or permanent sedimentation basin or to an area completely enclosed by silt fence in a flat vegetated area where discharges can infiltrate into the ground. Never discharge muddy water into storm drains, streams, lakes, or wetlands unless the sediment has been removed before discharge. Keep in mind that some states and local jurisdictions require a separate permit for dewatering activities at a site. ESC Principle 9: Establish stabilized con- struction exits. Vehicles entering and leaving the site have the potential to track significant amounts of sediment onto streets. Identify and clearly mark one or two locations where vehicles will enter and exit the site and focus stabilizing measures at those locations. Construction entrances are commonly made from large crushed rock. They can be further stabilized using stone pads or concrete. Also, steel wash racks and a hose-down system will remove even more mud and debris from vehicle tires. Divert runoff from wash areas to a sediment trap or basin. No system is perfect, so sweeping the street regularly completes this BMP. Example BMP: Stabilized Construction Exit Description: A rock construction exit can reduce the amount of mud transported onto paved roads by vehicles. The construction exit does this by removing mud from vehicle tires before the vehicle enters a public road. Figure 14. Illustration of a stabilized construction exit. 22 Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites You might also want to install a wheel wash when mud is especially difficult to remove or space doesn't allow sufficient tire revolutions (four or five are needed) before exiting the site. Direct wash water to a suitable settling area—do not discharge wash water to a stream or storm drain! Installation tips: • Ensure that the exit is at least 50 feet long (generally, the length of two dump trucks) and graded so runoff does not enter the adjacent street • Place a geotextile fabric under a layer of aggregate at least 6-12 inches thick. The stones or aggregate should be 3-6 inches in diameter • Train employees and subcontractors to use the designated construction exits. Empower your employees to provide directions to subcontractors and others that are not on the site every day Maintenance: • Replenish or replace aggregate if it becomes clogged with sediment • Sweep the street regularly ESC Principle 10: Inspect and maintain controls. Inspection and maintenance is just as important as proper planning, design, and installation of controls. Without adequate maintenance, erosion and sediment controls will quickly fail, sometimes after just one rainfall, and cause significant water quality problems and potential violations of the NPDES construction general permit. Your permit likely requires you to maintain your BMPs at all times. To do this effectively, you should establish an inspection and maintenance approach or strategy that includes both regular and spot inspections. Inspecting both prior to predicted storm events and after will help ensure that controls are working effectively. Perform maintenance or corrective action as soon as problems are noted. Inspection and maintenance of BMPs are addressed in more detail in Chapter 6. Other Sediment and Erosion Control Techniques As mentioned at the beginning of this chapter, there are many other erosion and sediment control techniques that can be used effectively. The BMPs highlighted in this chapter are among those more commonly used and highlight many general erosion and sediment control principles for which other BMPs may be used effectively. Check to see if your state or local government has developed a BMP design manual for detailed information on any BMP you are considering. Appendix D lists several good BMP design manuals. You can also find out more about various BMPs by visiting EPA's Menu of BMPs at www.epa. gov/npdes/menuofbmps The following BMPs are also commonly used at construction sites. Erosion control measures: • Surface roughening, trackwalking, scarifying, sheepsfoot rolling, imprinting • Soil bioengineering techniques (e.g., live staking, fascines, brush wattles) • Composting • Sodding Sediment control and runoff management measures: • Gravel bag barrier • Compost berm • Rock or brush filters • Baffles or skimmers in sediment basins to increase effectiveness • Lowering soil levels near streets and sidewalks to prevent runoff • Level spreaders • Energy dissipaters • Check dams Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites 23 (.Chapter 5: SWPPP Development—Selecting Good Housekeeping BMPs C o Six Key Pollution Prevention Principles for Good Housekeeping Construction projects generate large amounts of building-related waste, which can end up polluting stormwater runoff if not properly managed. The suite of BMPs that are described in your SWPPP must include pollution prevention (P2) or good housekeeping practices that are designed to prevent contamination of stormwater from a wide range of materials and wastes at your site. The six principles described below are designed to help you identify the pollution prevention practices that should be described in your SWPPP and implemented at your site. ^ , 1. Provide for waste management » . _ ' ^ ~; 'r. •-, 2. Establish proper building material staging areas ' <; ^ > >r 3. Designate paint and concrete washout areas V 4. Establish proper equipment/vehicle fueling and maintenance practices ^ 5. Control equipment/vehicle washing and allowable non-stormwater discharges . , 6. Develop a spill prevention and response plan v ^ T P2 Principle 1: Provide for waste management. Design proper management procedures and practices to prevent or reduce the discharge of pollutants to stormwater from solid or liquid wastes that will be generated at your site. Practices such as trash disposal, recycling, proper material handling, and cleanup measures can reduce the potential for stormwater runoff to pick up construction site wastes and discharge them to surface waters. v -i Provide convenient, well-maintained, and properly located toilet facilities. Provide for regular inspections, service, and disposal. Locate toilet facilities away from storm drain inlets and waterways to prevent accidental spills and contamination of stormwater. Treat or dispose of sanitary and septic waste in accordance with state or local regulations. Proper material use, storage, waste disposal, and training of employees and subcontractors can prevent or reduce the discharge of hazardous and toxic wastes to stormwater. Implement a comprehensive set of waste-management practices for hazardous or toxic materials, such as paints, solvents, petroleum products, pesticides, wood preservatives, acids, roofing tar, and other materials. Practices should include storage, handling, inventory, and cleanup procedures, in case of spills (see the following P2 principles). Figure 15. Illustration showing construction materials with secondary containment and overhead cover to prevent stormwater contamination. • This chapter presents a brief discussion of good houselteeping principles to consider to ensure your construction site does not contaminate stormwater runoff. As noted in Chapter 3, sediment is the principal pollutant of concern in stormwater discharges from construction sites. But, EPA's CGP and many state construction general permits require that the SWPPP describe good housekeeping measures for other pollutants that might be found on construction sites. This chapter discusses these measures. 24 Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites Waste Management Checklist Solid or Construction Waste ^ Designate trash and bulk waste-collection areas on-site ^ Recycle materials whenever possible (e.g., paper, wood, concrete, oil) ^ Segregate and provide proper disposal options for hazardous material wastes ^ Clean up litter and debris from the construction site daily ^ Locate waste-collection areas away from streets, gutters, watercourses, and storm drains. Waste-collection areas (dump- sters, and such) are often best located near construction site entrances to minimize traffic on disturbed soils. Consider secondary containment around waste collection areas to further minimize the likelihood of contaminated discharges. Sanitary and Septic Waste ^ Provide restroom facilities on-site ^ Maintain clean restroom facilities and empty porta-johns regularly ^ Provide secondary containment pans under porta-johns, where possible ^ Provide tie-downs or stake downs for porta-johns in areas of high winds ^ Educate employees, subcontractors, and suppliers on locations of facilities ^ Do not discharge or bury wastewater at the construction site ^ Inspect facilities for leaks, repair or replace immediately Hazardous Materials and Wastes ^ Develop and implement employee and subcontractor education, as needed, on hazardous and toxic waste handling, stor- age, disposal, and cleanup ^ Designate hazardous waste-collection areas on-site ^ Place ali hazardous and toxic material wastes in secondary containment ^ Hazardous waste containers should be inspected to ensure that alt containers are labeled properly and that no leaks are present P2 Principle 2: Establish proper building material handling and staging areas. Your SWPPP should include comprehensive handling and management procedures for building materials, especially those that are hazardous or toxic. Paints, solvents, pesticides, fuels and oils, other hazardous materials or any building materials that have the potential to contaminate stormwater should be stored indoors or under cover whenever possible or in areas with secondary containment. Secondary containment prevents a spill from spreading across the site and include dikes, berms, curbing, or other containment methods. Secondary containment techniques should also ensure the protection of ground water. Designate staging areas for activities such as fueling vehicles, mixing paints, plaster, mortar, and so on. Designated staging areas will help you to monitor the use of materials and to clean up any spills. Training employees and subcontractors is essential to the success of this pollution prevention principle. SWPPP Tipi Material Staging Area Measures Your SWPPP should include procedures for storing materials that can contribute pollutants to stormwater. Consider the following: • Train employees and subcontractors in proper handling and storage practices • Designate site areas for storage. Provide storage in accordance with secondary containment regulations and provide cover for hazardous materials when necessary. Ensure that storage containers are res^larly inspected for leaks, corrosion, support or foundation failure, or any ottier signs of deterioration and tested for soundness • Reuse and recycle construction materials when possible P2 Principle 3: Designate washout areas. Concrete contractors should be encouraged, where possible, to use the washout facilities at their own plants or dispatch facilities. If it is necessary to provide for concrete washout areas on-site, designate specific washout areas and design facilities to handle anticipated washout water. Washout areas should also be provided for paint and stucco operations. Because washout areas can be a source of pollutants from leaks or spills. Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites 25 Waste Management Checklist Solid or Construction Waste ^ Designate trash and bulk waste-collection areas on-site ^ Recycle materials whenever possible (e.g., paper, wood, concrete, oil) ^ Segregate and provide proper disposal options for hazardous material wastes ^ Clean up litter and debris from the construction site daily ^ Locate waste-collection areas away from streets, gutters, watercourses, and storm drains. Waste-collection areas (dump- sters, and such) are often best located near construction site entrances to minimize traffic on disturbed soils. Consider secondary containment around waste collection areas to further minimize the likelihood of contaminated discharges. Sanitary and Septic Waste ^ Provide restroom facilities on-site ^ Maintain clean restroom facilities and empty porta-johns regularly ^ Provide secondary containment pans under porta-johns, where possible ^ Provide tie-downs or stake downs for porta-johns in areas of high winds ^ Educate employees, subcontractors, and suppliers on locations of facilities ^ Do not discharge or bury wastewater at the constmction site ^ Inspect facilities for leaks, repair or replace immediately Hazardous Materials and Wastes ^ Develop and implement employee and subcontractor education, as needed, on hazardous and toxic waste handling, stor- age, disposal, and cleanup ^ Designate hazardous waste-collection areas on-site ^ Place all hazardous and toxic material wastes in secondary containment ^ Hazardous waste containers should be inspected to ensure that all containers are labeled properiy and that no leaks are present P2 Principle 2: Establish proper building material handling and stagjing areas. Your SWPPP should include comprehensive handling and management procedures for building materials, especially those that are hazardous or toxic. Paints, solvents, pesticides, fuels and oils, other hazardous materials or any building materials that have the potential to contaminate stormwater should be stored indoors or under cover whenever possible or in areas with secondary containment. Secondary containment prevents a spill from spreading across the site and include dikes, berms, curbing, or other containment methods. Secondary containment techniques should also ensure the protection of ground water. Designate staging areas for activities such as fueling vehicles, mixing paints, plaster, mortar, and so on. Designated staging areas will help you to monitor the use of materials and to clean up any spills. Training employees and subcontractors is essential to the success of this pollution prevention principle. SWPPP Tipi Material Staging Area Measures Your SWPPP should include procedures for storing materials that can contribute pollutants to stormwater. Consider the following: • Train employees and subcontractors in proper handling and storage practices • Designate site areas for storage. Provide storage in accordance with secondary containment regulations and provide cover for hazardous materials when necessary. Ensure that storage containers are regulariy inspected for leaks, corrosion, support or foundation failure, or any ottier signs of deterioration and tested for soundness • Reuse and recycle construction materials when possible P2 Principle 3: Designate washout areas. Concrete contractors should be encouraged, where possible, to use the washout facilities at their own plants or dispatch facilities. If it is necessary to provide for concrete washout areas on-site, designate specific washout areas and design facilities to handle anticipated washout water. Washout areas should also be provided for paint and stucco operations. Because washout areas can be a source of pollutants from leaks or spills, Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites 25 EPA recommends that you locate them at least 50 yards away from storm drains and watercourses whenever possible. Several companies rent or sell prefabricated washout containers, and some provide disposal of waste solids and liquids along with the containers. These prefabricated containers are sturdy and provide a more reliable option for preventing leaks and spills of wash water than self-constructed washouts. Alternatively, you can construct your own washout area, either by digging a pit and lining it with 10 mil plastic sheeting or creating an aboveground structure from straw bales or sandbags with a plastic liner. If you create your own structure, you should inspect it daily for leaks or tears in the plastic because these structures are prone to failure. Regular inspection and maintenance are important for the success of this BMP. Both self-constructed and prefabricated washout containers can fill up quickly when concrete, paint, and stucco work are occurring on large portions of the site. You should also inspect for evidence that contractors are using the washout areas and not dumping materials onto the ground or into drainage facilities. If the washout areas are not being used regularly, consider posting additional signage, relocating the facilities to more convenient locations, or providing training to workers and contractors. SWPPP Tip! Washout Area Measures When concrete, paint, or stucco is part of the construction process, consider these practices which will help prevent contamination of stormwater. Include the locations of these areas and your maintenance and inspection procedures in your SWPPP. • Do not washout concrete trucks or equipment into storm drains, streets, gutters, uncontained areas, or streams • Establish washout areas and advertise their locations with signs • Provide adequate containment for the amount of wash water that will be used • Inspect washout structures daily to detect leaks or tears and to identify when materials need to be removed • Dispose of materials properly. The preferred method is to allow the water to evaporate and to recycle the hardened concrete. Full service companies may provide dewatering services and should dispose of wastwater properly. Concrete wash water can be highly polluted. It stK)uld not be discharged to any surface water, storm sewer system, or allowed to infiltrate into the ground. It should not be discharged to a sanitary sewer system wittiout first receiving written permission from the system operator P2 Principle 4: Establish proper equipment/ vehicle fueling and maintenance practices. Performing equipment/vehicle fueling and maintenance at an off-site facility is preferred over performing these activities on the site, particularly for road vehicles (e.g., trucks, vans). For grading and excavating equipment, this is usually not possible or desirable. Create an on-site fueling and maintenance area that is clean and dry. The on-site fueling area should have a spill kit, and staff should know how to use it. If possible, conduct vehicle fueling and maintenance activities in a covered area; outdoor vehicle fueling and maintenance is a potentially significant source of stormwater pollution. Significant maintenance on vehicles and equipment should be conducted off-site. SWPPP Tip! Equipment/Vehicle Fueling and Maintenance Measures Consider the foiiowing practices to help prevent the discharge of pollutants to stormwater from equipment/vehicle fueling and maintenance. Include the locatk>ns of these areas and your inspection and maintenance procedures in your SWPPP. • Train employees and subcontractors in proper fueling procedures (stay with vehicles during fueling, proper use of pumps, emergency shut- off valves, and such) • Inspect on-site vehicles and equipment daily for leaks, equipment damage, and other service problems • Clearly desi^ate vehicle/equipment service areas aw^ from drainage facilities and water- courses to prevent stormwater run-on and runoff • Use drip pans, drip cloths, or absoribent pads when replacing spent fluids • Collect all s^}^t fluids, store in appropriate labeled containers in the proper storage areas, and recycle fluids whenever possible P2 Principle 5: Control equipment/vehicle washing and allowable non-stormwater discharges. Environmentally friendly wash- ing practices can be practiced at every con- struction site to prevent contamination of surface and ground water from wash water. Procedures and practices include using off-site facilities; washing in designated, contained areas only; ehminating discharges to the storm drain by infiltrating the wash water or routing to the sanitary sewer; and train- ing employees and subcontractors in proper cleaning procedures. 26 Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites Non-Stornfiwater Runoff A construction site might have sources of runoff that are not generated by stormwater. These non-stormwater discharges include fire hydrant flushing, vehicle or equipment wash water (no detergents!), water used to control dust, and landscape irrigation. What does this mean to me? Take steps to infiltrate these sources of uncontami- nated water into the ground. You can also route these sources of water to sediment ponds or detention basins or otherwise treat them with appropriate BMPs. SWPPP Tipi Equipment/Vehicle Washing Measures The following equipment/vehicle washing measures will help prevent stomnwater pollution. Include the location of your washing facilities and your inspection and maintenance procedures in your SWPPP. • Educate employees and subcontractors on proper washing procedures • Clearly mark the washing areas and inform workers that all washing must occur in this area • Contain wash water and treat and infiltrate it whenever possible • Use high-pressure water spray at vehicle washing facilities without any detergents because water can remove most dirt adequately • Do not conduct any other activities, such as vehicle repairs, in the wash area P2 Principle 6: Develop a spill prevention and response plan. Most state and EPA construction general permits require the preparation of spill prevention and response plans. Generally, these plans can be included or incorporated into your SWPPP. The plan should clearly identify ways to reduce the chance of spills, stop the source of spills, contain and clean up spills, dispose of materials contaminated by spills, and train personnel responsible for spill prevention and response. The plan should also specify material handling procedures and storage requirements and ensure that clear and concise spill cleanup procedures are provided and posted for areas in which spills may potentially occur. When developing a spill prevention plan, include, at a minimum, the following: • Note the locations of chemical storage areas, storm drains, tributary drainage areas, surface waterbodies on or near the site, and measures to stop spills from leaving the site • Specify how to notify appropriate authorities, such as police and fire departments, hospitals, or municipal sewage treatment facilities to request assistance • Describe the procedures for immediate cleanup of spills and proper disposal • Identify personnel responsible for implementing the plan in the event of a spill SWPPP Tipi Spill Prevention Measureis Additional spill prevention measures that wilt help prevent spills and leaks include the following: • Describe and list all types of equipment to be used to adequately clean up the spill • Provide proper handling and safety procedures for each type of waste • Establish an education program for employees and $ut}contractors on the potential hazards to humans and the environment from spills and teaks • Update the spill prevention plan and clean up materials as chan^^s occur to the types of chemicals stored and used at the facility Spilt Prevention, Control and Countermeasure (SPCC) Plan Construction sites may be subiect to 40 CFR Part 112 regulations that require the preparation and implementation of a SPCC Plan to prevent oil spills from aboveground and underground storage tanks. Your facility is subject to this rule if you are a nontransportation-related facility that: • Has a total storage capacity greater than 1,320 gallons or a completely buried stora^ capacity greater than 42,000 gallons and • Could reasonably be expected to discharge oil in quantities that may be harmful to navigable waters of the United States and adjoining shorelines Furthermore, if your facility is subject to 40 CFR Part 112, your SWPPP should reference the SPCC Plan. To find out more about SPCC Plans, see EPA's website on SPPC at www.ef».gO¥^ilspilt/$pcc.htm What does this mean to me? Reporting Oil Spills In the event of an oil spill, you should contact the National Response Center toll free at 1-800-424- 8802 for assistance, or for more details, visit their website: www.nrc. uscg.mil/nrchp.html Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites 27 Appendix K Reference Documents Construction SWPPP Standards and Requirements Rev 6/4/2008 Construction SWPPP Reference Documents Document Title Website/Update Information General Construction Permit National Pollution Discfiarge Elimination System (NPDES) General Permit for Storm Water Discharges Associated witfi Construction Activity (Water Quality Order No. 99-08-DWQ, NPDES No. CAS000002) issued by the State Water Resources Control Board httD://www.swrcb.ca.aov/stormwtr/construction.html Once at the site click on the highlighted link titled "Construction General Permit, 99-08-DWQ". An update to the 99-08 Order is under consideration General Linear Utility Permit NPDES General Permit for Storm Water Discharges Associated with Construction Activity from Small Linear Underground/Overhead Projects, Water Quality Order No. 2003-0007 issued by the State Water Resources Control Board httD://www.swrcb.ca.aov/stormwtr/construction.html Once at the site click on the highlighted link titled "Small LUP General Permit". EPA Guide for Construction Sites Environmental Protection Agency (EPA) Developing Your Stormwater Pollution Prevention Plan - A Guide for Construction Sites EPA 833- R-060-04 May 2007 httD://www.eDa.aov/nDdes/swDDDauide CASQA Construction Handbook California Stormwater Quality Association (CASQA) Stormwater Best Management Practice Handbook Construction January 2003 httD://www.cabmDhandbooks.com Click on Construction. Also check for Errata Sheets Caltrans Construction Site BMP Manual California Department of Transportation (Caltrans) Stormwater Quality Handbook - Construction Site Best Management Practices March 1, 2003 httD://www.dot.ca.aov/ha/construc/stormwater/stormwater1.htm Caltrans SWPPP/WPCP Preparation Manual California Department of Transportation (Caltrans) Stormwater Quality Handbook - Stormwater Pollution Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP) Preparation Manual - Construction Site Best Management Practices (BMPs) Reference Manual March 2007 httD://www.dot.ca.aov/ha/construc/stormwater/stormwater1.htm For a more complete listing of additional references and suggested resources on storm water pollution prevention planning, see the Suggested Resources List attached as Appendix D to Section 2 (Standard Urban Storm Water Mitigation Plan) included in the City of Carlsbad Storm Water Standards Manual. Construction SWPPP Reference Documents 3/24/08 EDMUND Q. BKMN JH. Water Boards stale Water Resources Conlrol Board CONSTRUCTION GENERAL PERMIT POST-CONSTRUCTION REQUIREMENT NOTIFICATION NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT FOR STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES Dischargers covered under the National Pollutant Discharge Elimination System General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activity, State Water Resources Control Board Order No. 2009-0009-DWQ as amended by 2010-0014-DWQ (CGP) on or after September 2, 2012, are required to comply with the run-off reduction requirements in Section XIII(A). Exemption for Dischargers Located in Municipal Separate Storm Sewer Systems (MS4s) Dischargers with construction sites that are located within a municipality permitted by a Phase I or II municipal separate storm sewer system (MS4) permit with an approved Storm Water Management Plan (SWMP) containing post construction standards are not subject to this provision. However, Dischargers must notify the Water Boards that they qualify for this exemption by submitting and certifying information to support this exemption via the State Water Board's Stormwater Multi-Application, Reporting and Tracking System (SMARTS). Dischargers Covered on September 2. 2012 (Existing Dischargers) CGP Section XIII(A)(2) requires Dischargers to submit via SMARTS a map and worksheet in accordance with the instructions of Appendix 2 ofthe CGP for all portions ofthe construction site by September 2, 2012. In other words, complete the screens in SMARTS for post construction prior to September 2, 2012, for all areas ofthe site that will be covered on or after September 2, 2012. CGP Sections XIII(A)(3) and (4) ofthe CGP require the Discharger to comply with performance- based elements, which will most likely be evaluated for compliance at the point of termination of coverage (either partial or complete) under the CGP. Dischargers may amend the worksheet as often as needed prior to submitting a Notice of Termination (NOT) or Change of Information (COl) that reduces the area of coverage. To demonstrate compliance with these requirements, all Existing Dischargers must: 1) Log into SMARTS at: https://smarts.waterboards.ca.aov 2) Click "Approved/Temiinated NOIs" 3) Select the appropriate Application ID number 4) Reductions in acreage should be completed through the "COl" tab 5) Select the "Post-Construction" tab to complete the Run-off reduction worksheet screens^ ^ Construction sites located within a municipality permitted by a Phase I or II MS4 permit with an approved SWMP containing post construction standards must only answer "yes" to the first question in the "Post-Construction" tab. CHARLES R, HOPPIN, CHAIRMAN | THOMAS HOWARD, EXECUTIVE DIRECTOR 1(X)1 I Street. Sacramento, CA 95814 1 Mailing Address; P.O. Box 100, Sacramento, CA 95812-0100 I www.waterboard5.ca.gov -2 New Dischargers Covered After September 2. 2012 (New Dischargers) CGP Section XIII(A)(2) requires all new Dischargers seeking permit coverage on or after September 2, 2012, to submit via SMARTS a map and worksheet in accordance with the instructions of Appendix 2 ofthe CGP for all portions of the construction site. In other words, a site seeking CGP coverage on or after September 2, 2012, must complete the screens in SMARTS for post construction as part of their permit registration documents (PRDs). CGP Sections XIII(A)(3) and (4) ofthe CGP require the Discharger to comply with performance- based elements, which will most likely be evaluated for compliance at the point of termination (either partial or complete) of coverage under the CGP. Dischargers may amend the worksheet as often as needed prior to submitting a Notice of Termination (NOT) or Change of Information (COl) that reduces the area of coverage. To demonstrate compliance with these requirements, all New Dischargers must: 1) Log into SMARTS at: https://smarts.waterboards.ca.aov 2) Click "Apply for New Notice of Intent (NOI)" 3) Select the Construction Stonn Water General Pemiit permit type 4) Complete the process to start an NOI for the new facility 5) Select the "Post-Construction" tab to complete the Run-off reduction worksheet screens^ Please note that failure to comply with any ofthe requirements in the CGP, including these run- off reduction-related requirements effective September 2, 2012, may result in administrative enforcement by the Water Boards, including, but not limited to, administrative civil liabilities (penalties) up to $10,000 per day of violation. Failure to comply with the CGP may also result in the potential for enforcement by other entities. The CGP is available on the State Water Resources Control Board's website at: http://www.waterboards.ca.gov/water issues/orograms/stormwater/constpermits.shtml Please contact the Storm Water Help Desk if you have any questions. 1-866-563-3107 or stormwater(5).waterboards.ca.gov APPENDIX H APPLICABLE STANDARD DRAWINGS STANDARD CAST IRON MANHOLE FRAME & COVER - SEE DWG. NO. 84, PAVEMENT OR 12" WIDE X 6" THICK CLASS 560-C-3250 CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). MIN. SLOPE WIDTH SHALL EQUAL VARIABLE B JOINT DETAILS 'SEE DWG SIA Jrr.'- ADJUST WITH CONCftETE: RINGS AS REQUIRED TO MATCH GRADE MAX.=ir, MIN.=5", T0P=2-2 1/2 RINGS. MIN. DEPTH= PIPE DIA. SECTION C-C B NOTES: MIN. SECTION A-A POUR BASE AGAINST 6-INCHES OF 3/4" CRUSHED. ROCK BASE CAST IN PLACE CONCRETE FOR BASE SHALL BE TYPE 560-B-3250. ALL PIPE IN MANHOLE SHALL BE PVC AND SHALL BE INCLUDED AS PART OF MANHOLE. MANHOLE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478. STUB OUTS SHALL HAVE A MINIMUM LENGTH OF 3 FEET BEYOND MANHOLE. SDR 35 PVC PIPE MAY BE INSTALLED IN STRAIGHT-THROUGH MANHOLES WITH NO JUNCTIONS. THE TOP SECTION OF PIPE SHALL BE REMOVED FLUSH WITH TOP OF SHELF. CUTS SHALL BE NEAT AND DRESSED MINIMIZING BURRS AND ROUGH EDGES. EACH SHAFT AND RISER JOINT SHALL BE SEALED PER JOINT DETAIL ON DWG S-1A WITH BUTYL RUBBER SEALANT ROPE. WHEN MANHOLE FORMS THE JUNCTION SEWERS AND/OR AN ANGLE IN MAIN ALIGNMENT. SPECIAL CARE SHALL BE OF PLAN B-B USED IN FORMING THE CHANNELS TO FACIUTATE THE FLOW OF SEWAGE. INVERTS SHALL BE TRUE TO GRADE AND ALIGNMENT, FINISHED WITH SMOOTH SURFACE. AND MAINTAIN 0.2' DROP. NOT TO SCALE REV. APPROVED DATE CITY OF CARLSBAD j^i/.iLa^' 12/11 STANDARD SEWER MANHOLE j^i/.iLa^' 12/11 STANDARD SEWER MANHOLE ClTf ENGINEER DATE STANDARD SEWER MANHOLE SUPPLEMENTAL O 1 STANDARD NO. 0"l J STANDARD CAST IRON MANHOLE PAVEMENT OR MIN. SLOPE WIDTH SHALL EQUAL INSIDE DIA. OF PIPE. BENTONITE VARIABLE ADHESIVE APPLIED TO MANHOLE PROFILE PVC PIPE POUR BASE AGAINST 6-INCHES OF 3/4" CRUSHED ROCK BASE PVC UNING MANHOLE-' CHANNEL' RUBBER GASKET nu. WITH PLAN PVC - USE PLASTIC MANHOLE COUPUNG PLASTIC MANHOLE COUPUNG NON SHRIN GROUT MANHOLE? BASE CUSS C TYPE HELD MORTAR 2:1 MASONRY SAND/ PLASTIC CEMENT CLAY PANEL PVC PIPE SECTION A-A JOINT DETAIL ALL CONCRETE TO CONCRETE JOINTS SHALL BE NOTCHED PIPE TO MANHOLE CONNECTION DETAIL NOT TO SCALE MANHOLE TO BE CONSTRUCTED IN ACCORDANCE WITH S-1 AND THE FOLLOWING NOTES. INSTALL r WELD STRIPS WHERE T-LOCK IS WELDED: I.E., TOP OF CHANNEL. SHAFT TO SHELF. \[JRii BACK TO PIPE FACE, CORNERS. ETC. PVC TURN BACK ON PVC PIPING SHALL BE A MINIMUM OF 6". PVC TURN BACK SHALL BE HELD TIGHT TO PVC PIPING BY 1/2" STEEL BAND WITH CONTACT CEMENT ) BOTH SURFACES. NO FLAT SHEET PVC SHALL BE USED. FORM IN T-LOCK OR ARROWLOCK ON SHELF AND CHANNEL. OVERLAP PVC ONTO MANHOLE SHAFT AND CHANNEL LINER; WELD TO BOTH AND COMPLETE WITH 1" WELD STRIPS. INSTALL NONSKID SURFACE ON MANHOLE SHELF. INSTALL PRE FORMED AMER-PLATE 95Y PVC SLEEVE UNDER FRAME AT TOP OPENING. WELD 4" JOINT STRIPS AND FINISH BOTH EDGES WITH 1" WELD STRIPS. COMPLETE CONCRETE CHANNEL SHALL BE CONSTRUCTED WITH FORMS AND ALL BUT THE LOWER 90' SHALL BE T-LOCK UNED. THE "rs" SHALL RUN VERTICAL AS IN THE MANHOLE SHAFT AND SHALL BE TACKED AT THE TERMINUS OF THE T-LOCK. SIDES AND ENDS OF THE BASE TO BE EITHER FORMED, SANDBAGGED OR POURED AGAINST UNDISTURBED EARTH. MANHOLE SHELVES TO BE SLOPED 1" PER FOOT TO CHANNEL WRAP MANHOLE JOINTS BELOW WATER TABLE WITH BENTONITE GEOTEXTILE WATERPROOFING SYSTEM. VOLCLAY VOLTEX OR APPROVED EQUAL. ALL LINER JOINTS SHALL BE HEAT WELDED BY WELDERS CERTIFIED BY THE PVC MANUFACTURER. LINER WILL BE SPARK TESTED AT 20.000 VOLTS MIN. EPOXY COATING SYSTEM MAY BE USED IN LIEU OF PVC LINING FOR THE SHELF AND CHANNEL OF THE MANHOLE. COATING SYSTEM SHALL BE APPROVED BY CITY ENGINEER AND SUBJECT TO SPECIAL INSPECTION. ANGLES OR JUNCTIONS SHALL HAVE 0.2' MIN. DROP THROUGH MANHOLE APPROVED DATE CITY OF CARLSBAD PVC LINED MANHOLE CITY ENGINEER DATE SUPPLEMENTAL STANDARD NO. S-IA STANDARD CAST IRON MANHOLE FRAME Sc COVER - SEE DWG. NO. S4. •p 12" WIDE X 6" THICK aAss 56(i-d-325d CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). ADJUSTING RINGS AS mmm. MAX=II". CLEANOUT COVER DETAIL SEE owe S 6. MODIFIED WITH SBF 1243 VALVE BOX MIN. SLOPE VWDTH SHALL EQUAL GRADE MIN.=5", TOP 5''=2-2 1/2" RINGS. 3/4* PIPE DIA. SECTION C-C STANDARD CROSS BRANCH SPIGOT END TO BE Cut orr PLUSH WITH SURFACE. VARIABLE SECTION A-A WHEN MANHOLE FORMS THE JUNCTION OF SEWERS AMD/OR AN ANGLE IN MAIN ALIGNMENT. SPECIAL CARE SHALL BE USED IN FORMING THE CHANNELS TO FACILITATE THE FLOW OF SEWAGE. INVERTS SHALL BE TRUE TO GRADE AND AUGNMENT AND FINISHED WITH SMOOTH SURFACE. 6-INCHES OF 3/4" CRUSHED ROCK BASE. JOINT WITH CROSS BRANCH AND FIRST SECTION OF PIPE TO BE JOINED PRIOR TO INSTALLATION IN MANHOLE. TWO 3/a"X2 3/4" LAG SCREW EXTENSION SHiELbS GALVANIZED AND 3/8'*X6'' UG SCREWS GALVANIZED PER EACH 4 FOOT ACCESSHOLE RING AS SHOVWN. CLEAN AND ROUGHEN SURFACE RINGS AND APPLY NEAT CEMENT PASTE PRIOR TO POURING SUPPLY DROP SECTION. 90* PIPE SPIGOT END TO BE CUT OFF aUSH WITH INSIDE SURFACE. NOTES ALL CAST IN PLACE CONCRETE SHALL BE TYPE 560-B-3250. ALL PIPE IN MANHOLE SHALL BE PVC OR VITRIRED CLAY PIPE AND SHAiL BE INCLUDED AS PART OF MANHOLE. DOUBLE DROP MANHOLE IS CONSTRUCTED THE SAME AS DROP MANHOLE EXCEPT THAT IT HAS TWO DROP SECTIONS. PLAN B-B REV. APPROVFD DATE CITY OF CARLSBAD DROP MANHOLE DROP MANHOLE CITY ENdNKR ^ DATE DROP MANHOLE SUPPLEMENTAL r* 0 STANDARD NO. 0"^ 12" WIDE X 6" THICK CLASS 560-C-325O CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). PAVEMENT OR FINISH (jJkM>t SECTION A-A B STANDARD CAST IRON MANHOLE FRAME & COVtR - SEE DWG. NO. S4. CEMENT IN PLACE WITH 1:2 MIX CEMENT MORTAR (TYPICAL). V 'v ^ \ 33. SET CONE IN A THICK BED OF 1:2 MIX CEMENT MORTAR 2"MIN. 4"MfN. 1 4'. POUR BASE AGAINST 6-INCHES OF 3/4" OF CRUSHED ROCK BASE. 3 B PLAN B-B MIN. SLOPE INVERT SHALL BE TRUE TO GRADE AND AUGNMENT AND SHALL BE FINISHED WITH A SMOOTH SURFACE. SPECIAL CARE SHALL BE USED TO FACILITATE FLOW OF SEWAGE THROUGH JUNCTION CHANNELS. WPTH SHALL EQUAL iNslOe DIA OF PiPt NOTES: 3/4" PIPE DIA. SECTION C-C ALL CAST IN PLACE CONCRETE SHAU BE TYPE 560-8-3250. MANHOLE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478. STUB OUTS SHALL HAVE A MINIMUM LENGTH OF 3 FEET R^V. APPROVED CITY OF CARLSBAD SHALLOW MANHOLE SHALLOW MANHOLE CITY ENCINKR ^ DATE SHALLOW MANHOLE SUPPLEMENTAL O X STANDARD MO. 0""\^ HALF PLAN FRAME & COVER 1 5/8" JB 1/8'D 39 3/4''D 24"D 38 5/8"D i 24"D 22"D .36"D n/2"i 11/2" 1/4" CHAMFER 26*0 26 1/2''D 1 3/8-MIN. 1 5/B''MIN. 3" 1/8 HALF SECTION FRAME & COVER NOTES: WEIGHTS: INNER COVER OUTER COVER FRAME -155 LBS. "300 LBS. =330 LBS. INNER COVER TOP SIDE 1 1/4" DETAIL BOTTOM SIDE 3/4" TYP. wim— 3/4 FINISHED 1 1/2' 24"D MATERIAL CAST IRON. MACHINE SEATS TO PREVENT NOISE. RLLET RADII TO 8£ 12". IMPORTED COVERS AND FRAMES SHALL HAVE CONTRY OF ORION MARKING IN COMPIANCE WITH FEDERAL REGULATIONS. T X 1/4^ |/2*J •' M/4" 23 1/2"D FINISHED SURFACE! SECTION A-A REV. APPROVED PATE CITY OF CARLSBAD MANHOLE FRAME & COVER MANHOLE FRAME & COVER arc EHGINEW ^ OATC 1 MANHOLE FRAME & COVER SUPPLEMENTAL C / 1 STANDARD NO. O"'-* i TYPICAL TRENCH SECTION WITH DIMENSIONS AND COMPACTION ZONES TRENCH ZONE 4 MIN. TO 8" MAX. BENEATH PIPE MmAtH BELL. WHICHEVER IS GREATER P.V.C. PIPE PIPE ZONE NOTES: 1. PERCENTAGES SHOWN EQUAL MINIMUM RELATIVE COMPACTION. 2. MINIMUM DEPTH OF COVER FROM TOP OF PIPE TO FINISH GRADE FOR ALL SANITARY SE^R INSTALUTIONS SHALL BE 3 FEET. rOR COVER LESS THAN 3', SPECIAL DESIGN AND APPROVAL REQUIRED. 3. TRENCH ZONE BACKFILL SHALL BE PER SECTION 02223. NO ROCKS LARGER THAN 4" m ANY DIMENSION WILL 8E ALLOWED IN BACKRLL ASPHALT OR CONCRETE CHUNKS WILL NOT BE ALLOWED. 3/4" CRUSHED ROCK REV APPROVED DATE CITY OF CARLSBAD PIPE BEDDING AND TRENCH BACKFILL FOR SEWERS PIPE BEDDING AND TRENCH BACKFILL FOR SEWERS CITY EMGINttp ^ DATE PIPE BEDDING AND TRENCH BACKFILL FOR SEWERS SUPPLEMENTAL o C STANDARD MO. 0~D 12" CAST IRON GATE CAP PER DETAIL HEREON. ALHAMBRA FOUNDRY #29612 CAST IRON BOX/UD MARKED SEWER # SEWER CLEAN-OUT RISERS TO BE FITTED WITH MALE SCREW IN PLUG. izT 6" MIN. TOP OF PAVEMENT 12" WIDE X 6" THICK CLASS 560-C-3250 CONCRETE COLLARVWTH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). GATE CAP (HEAVY DUTY) BACKRLL BEDDING TOP OF V6 BEND. SEE DWG. S8 FOR BEDDING DETAIL NOTES: 13 5/8" 1. GATE GAP SHALL BE UBELED SEWER. 2 3 CLEANOUTS MAY BE USED WITH P.V.C. SEWER MAIN. V y//////^/// / V / i RISER SHALL BE SAME DIAMETER AS SEWER MAIN. 11 1/2" z ,REV. APPROVED DATE CITY OF CARLSBAD SEWER MAIN CLEANOUT SEWER MAIN CLEANOUT CITY ENGINSR ^ DATE SEWER MAIN CLEANOUT SUPPLEMENTAL n Z STANDARD NO. 0*0 CLEAN-OUTS IN YARD TO 8E COVERED WITH 10" PLASTIC COVER BY CARS6N f>AKT NO. 9l0 O.A.E. PLAN VIEW td NOTES: 1. THE UTERAL SHALL BE BEDDED THE SAME AS THE MAIN LINE SEWER. 2. IN NO CASE SHALL A LATERAL CONNECT TO THE SEWER MAIN DIRECTLY ON TOP OF THE PIPE. 3. SEWER LATERALS SHALL HAVE A 2% MINIMUM SLOPE. ALL JOINTS ON SEWER LATERAL PIPE SHALL BE 4. COMPRESSION TYPE OR APPROVED SOLVENT WELD. AS-BUILT SEWER LATERAL LOCATIONS SHALL BE FURNISHED TO THE OTY INSPECTOR ON FORMS PROVIDED PRIOR TO FINAL APPROVAL OF WORK. ALL LATERAL TRENCHES TO PROPERTY LINE AND SEWER MAIN TRENCHES TO BE COMPACTED PER S5. CLEAN-OUT TO BE ADJUSTED TO GRAOE AFTER FINAL FINISH GRADING. FOR BACKFILL AROUND CLEANOUT RISER SEE DWG. S-5, NOTE 3. MAINTENANCE OF THE SEWER LATERAL FROM THE SEWER MAIN TO THE BUILDING IS THE RESPONSIBILTY OF THE PROERTY OWNER, REV. APPROVED DATE CITY OF CARLSBAD SEWER LATERAL (WITH OPTIONAL WYE) CITY ENGINEER DATE SEWER LATERAL (WITH OPTIONAL WYE) SUPPLEMENTAL O 7 STANDARD NO. O"/ SEWER LATERAL (WITH OPTIONAL WYE) SUPPLEMENTAL O 7 STANDARD NO. O"/ ELEVATION VARIABLE - 12' MINIMUM OR AS DIRECTED BY WATER DISTRICT IRENCH COMPACTION SEE DWG. NO. S5. NOTES: THE VERTICAL PIPE SHALL BE BRACED WHILE TRENCH IS BEING BACKFILLED. ALL JOINTS ON SEWER LATERAL PIPE SHALL BE COMPRESSION TYPE OR APPROVED SOLVENT WELD. MAINTENANCE OF SEWER LATERAL FROM MAIN TO BUILDING IS THE RESPONSIBIUTY OF THE OWNER. SEE DWG. NO. S7 FOR CONTINUATION OF SEWER LATERAL TO PROPERTY LINE. PLAN VIEW REV. APPROVED DATE CITY OF CARLSBAD SEWER LATERAL (DEEP CUT HOUSE CONNECTION) &U^T J4^*H^^j^ CITY ENGINES ^ DATE SUPPLEMENTAL STANDARD NO. S-8 va I £ 1/4" BEVEL EXISTING GROUND <3) 3'-0" STANDARD CAST IRON MANHOLF FRAME & COVER - SEE DWG. NO. S4 NOT TO SCALE ITEM DESCRIPTION 4X4" REDWOOD OR PRESSURE TREATED DOUGLAS FIR fS4Sl SPEC/DWG REV. APPROVED DATE CITY OF CARLSBAD MANHOLE MARKER POST ^iMT Uv^k 7//yrg OTY ENGINEER ^ DATE SUPPLEMENTAL O STANDARD NO. O'V LIMIT OF 2" GRIND (TYPT SAWCUT LINE TYPICAL ASPHALT CONCRETE FINISH COURSE SEE GS-28 LIMIT OF 2" GRIND EXISTING AC (^•) AND BASE ASPHALT CONCRETE BASE COURSE, SEE GS-28 AGGREGATE BASE PIPE BEDDING AND BACKFILL PER PROJECT PLANS, SPECIFICATIONS, AND CITY STANDARDS. NOTES: 1. THE DETAIL SHOWN ABOVE APPLIES TO TRENCH WIDTHS LESS THAN 25 INCHES 2. EXISTING A.C. SHALL BE CUT AND REMOVED IN SUCH A MANNER SO AS NOT TO TEAR, BULGE OR DISPLACE ADJACENT PAVEMENT. EDGES SHALL BE CLEAN AND VERTICAL ALL CUTS SHALL BE PARALLEL OR PERPENDICULAR TO STREET CENTERLINE, WHEN PRACTICAL 3. BASE MATERIAL SHALL BE REPLACED TO DEPTH OF EXISTING BASE. A.C. MAY BE SUBSTITUTED FOR BASE MATERIAL AT THE CITY ENGINEER'S DISCRETION. 4. WHEN THE EDGE OF THE GRIND AREA IS WITHIN 24 INCHES OF EDGE OF PAVEMENT ANY STRUCTURE, AN ADJACENT TRENCH PATCH OR OTHER PAVING JOIN LINE, THE ' GRIND AREA SHALL BE EXTENDED TO THE EXISTING STRUCTURE OR JOIN LINE 5. WHEN THE EDGE OF THE GRIND LIES WITHIN A WHEEL PATH, THE GRIND AREA SHALL BE EXTENDED TO THE NEAREST LANE LINE OR EDGE OF PAVEMENT. REV. APPROVED DAIL CITY OF CARLSBAD ^.M-T l^^^'vsl^. 2/10 TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS LESS THAN 25" ^.M-T l^^^'vsl^. 2/10 TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS LESS THAN 25" CITY ENGlfo DATE TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS LESS THAN 25" SUPPLEMENTAL r^O OC STANDARD NO. \JO'C0 FULL LANE WIDTH 12 FT. MIN. -ASPHALT CONCRETE FINISH COURSE SEE GS-28 LIMIT OF 2" GRIND (TYP.) EXISTING AC AND BASE ASPHALT CONCRETE BASE COURSE. SEE GS-28 AGGREGATE BASE PIPE BEDDING AND BACKFILL PER PROJECT PLANS, SPECIFICATIONS, AND CITY STANDARDS. NOTES: 1. THE DETAIL SHOWN ABOVE APPLIES TO TRENCH WIDTHS FROM 26 INCHES TO 48 INCHES. 2. EXISTING A.C. SHALL BE CUT AND REMOVED IN SUCH A MANNER SO AS NOT TO TEAR, BULGE OR DISPLACE ADJACENT PAVEMENT. EDGES SHALL BE CLEAN AND VERTICAL ALL CUTS SHALL BE PARALLEL OR PERPENDICULAR TO STREET CENTERLINE, WHEN PRACTICAL 3. BASE MATERIAL SHALL BE REPLACED TO DEPTH OF EXISTING BASE. A.C. MAY BE SUBSTITUTED FOR BASE MATERIAL AT THE CITY ENGINEER'S DISCRETION. 4 WHEN THE EDGE OF THE GRIND AREA IS WITHIN 24 INCHES OF EDGE OF PAVEMENT, ANY STRUCTURE, AN ADJACENT TRENCH PATCH, OR OTHER PAVING JOIN LINE, THE GRIND AREA SHALL BE EXTENDED TO THE EXISTING STRUCTURE OR JOIN LINE. 5. WHEN THE EDGE OF THE GRIND LIES WITHIN A WHEEL PATH. THE GRIND AREA SHALL BE EXTENDED TO THE NEAREST LANE LINE OR EDGE OF PAVEMENT REV. APPROVED DATE CITY OF CARLSBAD j5o(^VT-UM*^k 2/1Q TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS FROM 26" TO 48" j5o(^VT-UM*^k 2/1Q TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS FROM 26" TO 48" CITY ENGINEER DATE TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS FROM 26" TO 48" SUPPLEMENTAL po Oft STANDARD NO. OO-^D FULL ROAD WIDTH - GUTTER TO GUHER ASPHALT CONCRETE FINISH COURSE, SEE GS-28 LIMIT OF 2" GRIND (TYP.) EXISTING AC AND BASE ASPHALT CONCRETE BASE COURSE, SEE GS-28 AGGREGATE BASE PIPE BEDDING AND BACKFILL PER PROJECT PLANS. SPECIFICATIONS. AND CITY STANDARDS NOTES: 1. THE DETAIL SHOWN ABOVE APPLIES TO TRENCH WIDTHS GREATER THAN 48 INCHES. 2. EXISTING AC. SHALL BE CUT AND REMOVED IN SUCH A MANNER SO AS NOT TO TEAR, BULGE OR DISPLACE ADJACENT PAVEMENT. EDGES SHALL BE CLEAN AND VERTICAL ALL CUTS SHALL BE PARALLEL OR PERPENDICULAR TO STREET CENTERLINE, WHEN PRACTICAL 3. BASE MATERIAL SHALL BE REPLACED TO DEPTH OF EXISTING BASE. AC. MAY BE SUBSTITUTED FOR BASE MATERIAL AT THE CITY ENGINEER'S DISCRETION. REV. APPROVED DATE CITY OF CARLSBAD j^oU^V I • iX^^^ip/. 2/10 TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS GREATER THAN 48" j^oU^V I • iX^^^ip/. 2/10 TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS GREATER THAN 48" CITY ENGIN^R DATE TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS GREATER THAN 48" SUPPLEMENTAL 07 STANDARD NO. OO-^i 1 ENaOSURE PER APPROVED MATERIAL UST SEE SIDE VIEW TQ m. IFFT SIDEWALK • gQ' QX HP m\>, (2* SILVER SOU)ER) 2% MIN. RISE CONNEGT TO OUTLET! ^ss^w OR gOVCxC BEND (2 SILVER SOLDER) CM CM ^^^^^^ 30 LB. ZINC ANODE WITH ANQDE LEAD WIRE PER STD" OWG. NOT 25—' ...»• . J NOTES: t. SEE SPECIFICATIONS FOR SOLDERING REQUIREMENTS. 2. SEE SPECIFICATIONS FOR PAINTING REQUIREMENTS. 3. SEE IMPROVEMENT PLANS FOR ASSEMBLY SIZE. ALL VALVES AND FITTINGS SHALL BE SAME SIZE AS AIR VENT INLET POSITON ANODE MIDWAY BETWEEN PIPELINE ANO VALVE BOX. ITEM DESCRIPTION SPEC/DWG ITEM DESCRIPTION SPEC/DWG 1 1" COPPER. (TYPE 'K' , SOFT). 2" COPPER SER. PIPE. fTYPE "K* SOFT 14 2" COPPER ADATER. COPPER SOLDER JOINT x MALE IPT. 0-300 PSI 2 OUTLET ON PVC PRESSURE PIPE W-8 14 2" COPPER ADATER. COPPER SOLDER JOINT x MALE IPT. 0-300 PSI 3 OUTLET ON AC PIPE W-8 15 2" FLARED TUBE STR CPLG, COPPER X MALE IPT. 0-150 PSI 4 OUTLET ON CML&C STEEL PIPE W-9 15 2" FLARED TUBE STR CPLG, COPPER X MALE IPT. 0-150 PSI 5 OUTLET ON DUCTILE IRON PIPE W-9 16 CONCRETE ANCHOR BLOCK WITH 2 CUBIC FEET 6 1" OR 2" ANGLE METER STOP 16 CONCRETE ANCHOR BLOCK WITH 2 CUBIC FEET METER BOX & COVER (TRAFFIC AREA) 17 2" CL 125 CAST BRONZE 90* ELBOW WITH FEMALE IPT 8 METER BOX «& COVER (NONTRAFFIC AREA) 18 2" BRASS PIPE. REGULAR WALL WITH MALE IPT 9 1" OR 2" HEAVY DUTY 19 30"x30"x6" CONCRETE PAD 10 COMBINATION AIR RELEASE. 1" OR 2" BRASS STREET "L" 20 2" COMB. AIR RELEASE AND VACUUM VALVE, FEMALE IPT 11 1" Ok r X 6" BI^ASS NII^PLe 21 AVE ASSEMBLY ENCLOSURE 12 1" OR 2" SCHEDULE 40 PVC 21 AVE ASSEMBLY ENCLOSURE 13 BRASS METER COMPANION FLANGE, fBRASS NUTS AND BOLTS ON 2") 22 1" OR 2" METER STOP 13 BRASS METER COMPANION FLANGE, fBRASS NUTS AND BOLTS ON 2") ?3 2" RR0N7F RAM VAI VF REV. APPROVED DATE CARLSBAD MUNIClPA L WATER DISTRICT CITY ENGINEER ' DATE ABOVE SURFACE 1 & 2" AIR-VACUUM VALVE ASSEMBLY & APPURTENANCE CITY ENGINEER ' DATE ABOVE SURFACE 1 & 2" AIR-VACUUM VALVE ASSEMBLY & APPURTENANCE STANDARD DWG. NO. VV"7 ABOVE SURFACE 1 & 2" AIR-VACUUM VALVE ASSEMBLY & APPURTENANCE STANDARD DWG. NO. VV"7 SECTION A-A DOMESTIC WATER SECTION B-B RECLAIMED WATER NOTES: 1. IN NON-ROAD AREAS PUCE MARKER POST NEXT TO VALVE BOX ASSEMBLY AS DIRECTED BY THE ENGINEER. ( SEE DRAWING NO. 23 ). 2. ALL BURIED NUTS AND BaTS SHALL BE WAX TAPE COATED PER SPEC. 09902 3. SEE DRAWING ND. 23 FOR GATE VALVE EXTENSION. 4. UPPER SIDE OF LID TO RECIEVE 2 COATS OF PAINT. SEE SPECIFICADONS FOR PAINTING REQUIREMENTS. ( PAGE 4 ). ITEM DESCRIPTION SPEC/DWG VAL. BOX & COVER WITH NON-SKID C.I. COVER AND UFT HOLE. MARKED "WATFR" VAL BOX & COVER FOR NORMALLY CLOSED VALVE. VAL> BOX & COVER MARKED 'RECYCLED WATEF" 8 C9Q0 PVC OR ASPHALT COATED WELL CASINO CONCRETE COLLAR IDENTIFY CONC. BY CLASS 560-C-37.SQ POLYETHYLENE ENCASEMENT REV. APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT VALVE BOX ASSEMBLY QTY ENGINI MR ^ DATE STANDARD DWG. NO. W-13 NOTES: 1. THERE SHALL BE NO RTnNGS OR CONNECTIONS BETWEEN THE METER AND BACKFLOW ASSEMBLY. 2. CONSTRUCT 2' HIGH RETAINING WALL ON 3 SIDES OF BACKFLOW PREVENTER WHEN INSTALLED ON 4:1 OR GREATER SLOPE. OPEN END SHALL BE AT DOWNHIU. SIDE OF SLOPE PROVIDE 2* HORIZONTAL CLEARANCE BETWEEN WALL AND BACKFLOW PREVENTER. DO NOT INSTALL IN AREA SUBJECT TO FLOODING. TO BE INSTALLED PURSUANT TO MUNICIPAL CODE BOOK 14.08.010,4001-SEC.5 & TITLE 17 OF THE CAUFORNIA ADMINISTRATIVE CODE ITEM DESCRIPTION METER AND VALVE ( BY DISTRICT ). SPEC/DWG TYPE K HARD OR TYPE L HARD COPPER OR BRASS RISER. COPPER OR BRASS 90' ELBOW ( SOLDER JOINTS OR THREADED FiTfiNGS W-9 COPPER OR BRASS NIPPLE. BRASS UNION. APPROVED BACKFLOW PREVENTER ASSEMBLY. FOUNDATION ANCHOR BLOCK. METER BOX. WRAP PIPE WITHIN CONCRETE WITH PROTECTIVE UTILITY TAPE. APP. C REV. APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT ^i.lLl^J: 12/1' 2 INCH AND UNDER BACKFLOW INSTALLATION ^i.lLl^J: 12/1' 2 INCH AND UNDER BACKFLOW INSTALLATION CITY ENGINEER DATE 2 INCH AND UNDER BACKFLOW INSTALLATION STANDARD DWG NO. ^"^Q EXTENSION STEM AND MARKER POST STANDARD DWG. ND. W~23 GALVANIZED STEEL' Iff to D PVC TEE OR ELL PVC MAIN UNE GALVANIZED STEEL 300 mm (12") PLAN BENT NOSE LOOSE KEY HOSE BIBB /PIPE STAKE, 19 mm (3/4") SCH 40 GALV STl NOTES: ELEVATION 1. GALVANIZED STEEL PIPE AND FITTINGS SHALL BE SCHEDULE 40. PVC PIPE AND FITTINGS SHALL BE SCHEDULE 80. 2. VALVE IN LAWN AREAS SHALL BE SET AT GRADE. IN SHRUB AREAS, VALVE SHALL BE SET 100 mm (4") ABOVE FINISHED GRADE. 2. PIPE SIZE FROM MAIN UNE SHALL MATCH QUICK COUPLER INLET DIAMETER. 3. DISSIMILAR METALS SHALL BE SEPARATED BY AN APPROVED DIELECTRIC COUPUNG. 4. CLAMPS SHALL BE STEEL (COMMERCIAL QUAUTY. GALVANIZED OR CADMIUM PLATED) OR STAINLESS STEEL. 5. PLASTIC PIPE SHAU. NOT BE USED ABOVE FINISHED GRADE. BELOW-GRADE PIPING INSTALLATION SYMBOL ON PLAN H5- STANDARD PUNS FOR PUBLIC WORKS CONSTRUCTION HOSE BIBB VALVE • ST/WOARD PLAN METRIC 505-2 APPENDIX I EWA DISCHARGE PERMIT APPLICATION AND INFORMATION NOTES; ^' SCHEDulf 80^^^^^ ^""^ ^^^^ ^^^^^^^ ""^^ P'P^ SHAU. BE ^" (meOVE^ ^SHEO^^^^^^ ^^"^ ^^^"^^ ^^LVE SHALL BE SET 100 2. PIPE SIZE FROM MAIN UNE SHALL MATCH QUICK COUPLER INLET DIAMETER. 3. DISSIMILAR METALS SHALL BE SEPARATED BY AN APPROVED DIELECTRIC COUPUNG. 4. CLAMPS SHALL BE STEEL (COMMERCIAL QUAUTY. GALVANIZED OR CADMIUM PLATED) OR STAINLESS STEEL. 5. PLASTIC PIPE SHAU. NOT BE USED ABOVE FINISHED GRADE. SYMBOL ON PLAN BELOW-GRAnF PIPING INSTAII ATinN STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION HOSE BIBB VALVE 505-2 SHEET 2 OF 2 I Encina Wastewater Authority SPECIAL USE DISCHARGE PERMIT APPLICATION Mail completed and signed application to: Encina Wastewater Authority 6200 Avenida Encinas Carlsbad, CA 92011 Phone: (760) 438-3941 Pennit No. Reviewer _ Date SECTION A - GENERAL INFORMATION 1. 2. 3. 4. Company/Applicant Name: Facility/Site Address: Street • Corporation Corporate/0 wner(s) Names: Head Office Address: Street City • Partnership City Other Address(es): Street City (Circle: Mailing, Billing, Landlord, Property Manager, Property Owner, Pretreatment Equipment Operator, etc.) Persons to contact concerning this application: (Indicate at which address contact may be reached: F - Facility, HO - Head Office, O - Other) Zip • Sole Proprietor Zip Zip (Attach Additional Sheet(s).) Administration' jitie Phone No. Ext. Address Inspection/Sampling Title Phone No. Ext. Address Other (Attach Additional Sheet(s).) Title Phone No. Ext. Address (Person Who Can Be Served Notice at the Site) Title ' Person with signatory authority to whom legal documents should be directed. See Pa Phone No. Ext. ge 4 of application for signatory requirements and statement. Address Sewer Agency: 11. • Buena Sanitation District • City of Carlsbad • City of Encinitas • City of Vista • Leucadia Wastewater District • Vallecitos Water District Discharge Altematives: Provide a detailed description of the altematives investigated for disposal including reasons why all other altematives were not chosen. Attach additional sheet(s). Environmental Risk or Health Hazard: Explain why the discharge is necessary to mitigate an environmental risk or health hazard or to protect the beneficial reuse of wastewater byproducts. Attach additional sheet(s). Waste Origin: The source of the proposed discharge is within the Encina Service Area. (Initial) Using the criteria established by regulations of the EPA and the State, the proposed discharge is not considered to be toxic or hazardous. (Initial) SECTION B - DISCHARGE CHARACTERISTICS WATER QUALITY INFORMATION 1. Describe all present and past business or other activity(s) occurring at the facility/site that may have an effect on the quality of the proposed discharge. Attach additional sheet(s). wa. Describe the known or suspected pollutant source(s) and history of the wastewater contaminants. Attach additional sheet(s). Give common and technical names of any materials suspected to be present in the discharge. Briefly describe the physical and chemical properties and concentrations of each substance. Attach additional sheet(s) if necessary including all existing laboratory reports. Name Description Concentration FLOW INFORMATION 1. Describe each proposed discharge by Well #, Pump # or Sample Point #. Attach additional sheet(s) if necessary. Well, Pump or Sample # Flow' Metered Estimated Discharge Type^ Daily Max Flow^ Peak Hydraulic Flow^ Hours of Discharge Days of Discharge Discharge Period (Mo/Yr) Pretreat- ment (YorN) 3 - Maximum Gallons Per Discharge Day 2 - B = Batch; C = Continuous; I = Intermittent 4 - Instantaneous Maximum Gallons FLOW INFORMATION (Cont.) 2. 4. Is the discharge from your system controlled: • Manually • Automatically Describe any engineering controls and/or planned procedures for preventing flows greater than your permitted amount from entering the sewer system. Attach additional sheet(s). Is there any existing or planned discharge to storm drains? •Yes DNo If yes, list NPDES Permit Numbers(s) and attach a copy ofthe Monitoring and Reporting Requirements. 5. Describe your plan for mitigatmg the need to discharge to the sewer in the future. Attach additional sheet(s). PRIORITY POLLUTANT INFORMATION Place an "x" by each listed chemical which may be present in your discharge. Some compounds are also known by other names Include the estimated concentration in mg/L, if known. • Asbestos (fibrous) • Cyanide (total) • Antimony (total) • Arsenic (total) • Beryllium (total) • Cadmium (total) • Chromium (total) • Copper (total) • Lead (total) • Mercury (total) • Nickel (total) • Selenium (totalO • Silver (totalO ^ftThallium (total) ^inc(total) ^1 Acenaphthene • Acenaphthylene • Acrolein • Acrylonitrile • Aldrin • Anthracene • Benzene • Benzidine • Benzo (a) anthracene • Benzo (b) fluoroanthene • Benzo (k) fluoroanthene • Benzo (g,h,i) perylene • Benzo (a) pyrene • a-BHC (alpha) • b-BHC (beta) • d-BHC (delta) • g-BHC (gamma) • Bis (2-chloroethyl) ether • Bis (2-chloroethoxy) methane • Bis (2-chloroisopropyl) ether • Bis (chloromethyl) etiier • Bis (2-ethylhexyl) phthalate • Bromodichloromethane ,.»U3romofbrm Jromomethane '^4-bromophenyl phenyl ether • Butyl benzyl phthalate • Carbon tetrachloride • Chlordane • 4-chloro-3methylphenol • Chlorobenzene • Chloroethane • 2-chloroethyl vinyl ether • Chloroform • Chloromethane • 2-chloronaphthalene • 2-chlorophenol • 4-chlorophenyl phenyl ether • Chrysene • 4,4'-DDD • 4,4'-DDE • 4,4'DDT • Dibenzo (a,b) anthracene • Dibromochloromethane • 1,2-dichlorobenzene • 1,3-dichlorobenzene • 1,4-dichlorobenzene • 3,3'-dichlorobenzidine • 1,1-dichloroethane • 1,2-dichloroethane • 1,1-dichloroethylene • 1,2-trans-dichloroethylene • 2,4-dichlorophenol • 1,2-dichloropropane • 1,3-dichloropropylene • Dieldrin • Diethyl phthalate • 2,4-dimethyl phenol • Dimethyl phthalate • di-n-butyl phthalate • di-n-octyl phthalate • 4,6-dinitro-o-cresol • 2,4-dinitrophenol • 2,4-dinitrotoluene • 2,6-dinitrotoluene • 1,2-diphenylhydrazine • a-endosulfan (alpha) • b-endosulfan (beta) • Endosulfan sulfate • Endrin • Endrin aldehyde • Ethylbenzene • Fluoranthene • Fluorene • Heptachlor • Heptachlor epoxide • Hexachlorobenzene • Hexacholorobutadiene • Hexachlorocyclopentadiene • Hexachloroethane • Indeno (l,2,3-c,d) pyrene • Isophorone • Methylene chloride • Naphthalene • Nitrobenzene • 2-nitrophenol • 4-nitrophenol • n-nitrosodimethylamine • n-nitrosodi-n-propylamine • n-nitrosodiphenylamine • PCB-1016 • PCB-1221 • PCB-1232 • PCB-1242 • PCB-1248 • PCB-1254 • PCB-1260 • Pentachlorophenol • Phenanthrene • Phenol • Pyrene • 2,3,7,8-tetrachlorodibenzo-p-dioxin • 1,1,2,2-tetrachloroethane • Tetrachloroethylene • Toluene • Toxaphene • 1,2,4-trichlorobenzene • 1,1,1-trichloroethane • 1,1,2-trichloroethane • Trichloroethylene • 2,4,6-trichlorophenol • Vinyl chloride SECTION C - DRAWING AND INFORMATION SUBMITTAL REQUIREMENTS (Diagrams may be submitted separately or combined as long as the requu-ed information is included.) 1. Assessor's Parcel Number(s): Provide the parcel numbers for all properties in the affected drainage area. 2. Facility/Site Diagram(s): Attach a diagram of the facility/site which includes the plume and/or drainage area, directional flow of water, all existing or proposed wells, pumps, sample points, flow meters, sewer drains, sewer laterals, manholes, discharge point(s), and containment stmctures (berms). 3. Wastewater Treatment Diagram(s): Attach a diagram of the wastewater pretreatment system (if any) and give expected pollutant removal efficiencies. Include engineering calculations supporting the sizing of the proposed pretreatment equipment. 4. Cleanup and Abatement Order: Attach a copy of any Cleanup and Abatement Order issued by any other regulatory agency having jurisdiction over the discharge, including the pretreatment proposed or requu-ed by that order. 5. Remediation Plan: Attach a copy of any proposed or approved Remediation Plan prepared for the property. 6. Sampling Schedule: Attach a proposed sampling schedule including sampling points and constituents. 7. Liens: Attach a copy of any liens against the property. 8. General Liability: Attach proof of general liability and environmental impairment liability insurance of at least $5,000,000 naming EWA and the Member Agencies as additional insureds, and covering all liability for damages resulting from the discharge. 9. Indemnity Agreement: Attach the signed Indemnity Agreement provided to you with this application. SECTION D - CERTIFICATION The certification statement below must be signed as required in items 1,2, 3 or 4 below: 1. By a responsible corporate officer, if the User submitting the reports is a corporation. For the purpose of this section, a responsible corporate officer means: a. a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any person who performs similar policy or decision-makmg functions for the corporation; or b. the manager of one or more manufacturing, production or operation facilities employing more than 250 persons having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars), if authority to sigi^ documents has been assigned or delegated to the manager in accordance with corporate procedures. 2. By a general partner or proprietor, if the User submitting the reports is a partnership or sole proprietorship, respectively. 3. By the principal executive officer or director having responsibility for the overall operation ofthe discharging facility, if the User submitting the reports is a Federal, State, or local governmental entity, or their agents. 4. By a duly authorized representative of the individual designated in item 1,2 or 3 ofthis section if: a. the authorization is made in writing by the individual described in item 1,2, or b. the authorization specifies either an individual or a position having responsibility for the overall operation ofthe facility from which the Discharge originates, such as the position of plant manager, operator of a well, or a well field superintendent, or a position of equivalent responsibility, or having overall responsibility for environmental matters for the company; and c. the written authorization is submitted to the Encina Wastewater Authority. "/ certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry ofthe person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief true, accurate, and complete. I am aware that there are significant penalties for submitting false information including the possibility offines and imprisonment for knowing violations." SIGNATURE TITLE PRINT NAME DATE ENCINA WASTEWATER AUTHOMTY LOCAL DISCHARGE LIMITS CONSTITUENT: LIMIT: Cadmium 0.43 mg/L Chromium 3.50 mg/L Copper 4.40 mg/L Lead L80mg/L Nickel L80mg/L Silver 4.20 mg/L Zinc 6.20 mg/L BOD 500 lbs/day TSS 500 lbs/day Toxic Organics 2.00 mg/L Oil and Grease 400 mg/L pH 5.5- 11.0 units EPA APPROVED SAMPLING ANP ANALYTICAL METHODS Pollutant Analytical Method Container^ Preservation Method Maximum Holding Tlme^ BOD orCBOD P, G, FP Cool, 0-6X 48 hours COD 410.4 Rev 2.0, 5220C, 5220 D P Cool, 0-6*>C, H2S04 to pH <2 28 days CN, A 4500-CN (G) P, G, FP Cool, 0-6°C NaOHtopH> 12 0.6g ascorbic acld^ 14 days CN,T 335.4 Rev 1.0 4500-CN (C,D,E, or F) P, G, FP Cool, 0-6°C NaOHtopH> 12 0.6g ascorbic acid^ 14 days Metals Cd,Cr,Cu,Pb,Ni,Ag 3111B or C, 3113B, 3120B 200£ Rey 200.8 Rev 5.4 P, G, FP HNO3 to pH < 2 Or HNO3 to pH < 2 at least 24 hours prior to analysis 6 months Zn 3111B or C, 3120B. 289.2, i^^^^H, 200,8 Rev 6.4, 3500 Zn (B, E, or F) Optional methods: Cd Cr Cu Pb Ni Ag 3500 Cd (D) 3500 Cr (B or D) 3500 Cu (B, C, D. or E) 3500 Pb (B or D) 3500 Ni (D) None Oii & Grease 1664A G Cool, 0-6°C HCI or H2S04topH <2 28 days pH liim 150.2 P. G, FP None Analyze within 15 min TDS P. G, FP Cool, 0-6°C 7 days TSS P, G, FP Cool, 0-6°C 7 days TTO 624, 625, 1624,1625 G Cool, 0-6'C 624/1624=HCItopH<2 624/1624=14 days 625/1625=7 days Phann. Organics Acetone Methylene Chloride Ethyl acetate n-Amyl acetate Isopropyl acetate 1. .... D3695, D4763, 524.2 502.2, 524.2 1666, D3695 1666, D3695 1666, D3695 G Cool, 0-6°C 1666/524.2=HCI to pH <2 502.2/524.2= 14 days 1666/03695= 14 days "P" is polyethylene; "G" is Glass; TP" is Fluoropolymer, PTFE, or Telflon ' Only added if residual chlorine Is present. ^ Holding time starts at the end of the composite period. 3/10/2008 INDEMNITY AGREEMENT THIS AGREEMENT is made on , by and between the MEMBER AGENCY DISTRICT OR CITY AND THE ENCINA WASTEWATER AUTHORITY (hereinafter "Licensors"), and (hereinafter "Licensee"); Licensors and Licensee shall sometimes hereinafter be referred to as the "Parties". RECITALS A. Licensors are the owner/operator of the sewer treatment plant located at 6200 Avenida Encinas in Carlsbad, Califomia (the "Property") and the associated collection system; B. Licensee now desires to discharge _to the sanitary sewer system as described in the Special Use Discharge Application attached hereto and made a part hereof NOW THEREFORE, in consideration of the granting of the foregoing, the mutual premises, covenants, conditions and agreements hereinafter set forth, and other good and valuable consideration, the receipt and adequacy of which are acknowledged, the Parties agree as follows: ^' Grant of License - Licensors hereby grant to Licensee, and its employees, representatives and contractors a non-exclusive license (hereinafter the "License") to discharge to the sanitary sewer system as described in Recitals Paragraph B above. This License shall commence on _ , and shall end on , unless the parties agree in writing to extend the term ofthe License. Prior to the expiration of the License, Licensee shall, at its sole cost and expense, (a) permanently close the connection to the sanitary sewer system and (b) remove all debris resulting from operations. 2- Compliance with Laws - Licensee shall conduct all operations, which are the subject ofthis License in compliance with all federal, state, and municipal statutes and ordinances, and with all regulations, orders, and directives of appropriate governmental agencies, as such statutes, ordinances, regulations, orders and directives now exist or provide. 3. Permits - Licensee, at no cost or expense to Licensors, shall be responsible for obtaining any and all governmental permits and approvals, which may be necessary for it to conduct any work or activities under this License Agreement. 4' Liens and Claims - Licensee will not permit any mechanics', vendor's, or similar liens or claims to stand against the Licensors for labor or material fiimished in connection with any work performed by Licensee under this License Agreement. Upon reasonable and timely notice of any such lien or claim delivered to Licensee, Licensee may bond and contest the validity and the amount of such lien, but Licensee will immediately pay any judgment rendered, will pay all proper costs and charges, and will have the lien or claim released at its sole expense. 5. Cooperation - Licensee agrees to coordinate its activities with Licensors to minimize any impairment of access by customers or business invitees of Licensors to the Property. ^' Indemnification - Licensee agrees that it will indemnify and hold Licensors, their officers, directors, agents and employees, harmless from and against any claims, demands, liens, 1 actions, suits, judgments, losses, damages, attomey's fees, costs or expenses, and civil criminal or administrative penalties based upon or arising out of or claimed to have arisen out of alleged acts, errors or omissions of Licensee or its authorized contractors, employees and agents in conducting the activities under this License Agreement, including the activities authorized under the Wastev^ater Discharge Permit issued by the Encina Wastewater Authority (EWA). This indemnification is expressly conditioned on the following: (a) In the event Licensors identify any matter to which this indemnification may apply or receive a notice or claim from any third party of such matter, it shall immediately, and in every case within ninety (90) days of said notice or claim, notify Licensee in writing of such matter. (b) Licensors shall cooperate with Licensee by allowing Licensee, its agents, representatives, contractors and consultants, prompt and ready access to the sanitary sewer system for the purpose of investigating any matter to which this indemnity may apply. Licensors shall provide Licensee with copies of all investigative reports, data or other information in any form which Licensors, its consultants, agents or attomeys may have pertaining to any such matter, on request of Licensee. (c) Notwithstanding anything in this agreement to the contrary, in no event shall Licensee be liable for any special, indirect or consequential damages, including but not limited to claims for loss of use, rents, anticipated profit or business opportunity, or business intermption or mental or emotional distress or fear of injury or disease. (d) This indemnification shall survive termination of this Agreement and expiration of the Permit and shall be effective until the expiration of any applicable statutes of limitations. 7. Compliance with Wastewater Discharge Permit - Licensee agrees to comply with the EWA Pretreatment Ordinance and the terms of the Wastewater Discharge Permit issued by the EWA. Licensee shall not add to the sanitary sewer any material not authorized under the Permit. In the event Licensee adds any material to the sewer that causes a violation of EWA's NPDES Permits, as defined in the EWA Pretreatment Ordinance, Licensee shall indemnify Licensors in accordance with paragraph 6 above. 8. Severability - In case any one or more ofthe provisions contained in this Agreement shall be invalid, illegal or unenforceable in any respect, the validity, legality, and enforceability ofthe remaining provisions contained herein shall not in any way be affected or impaired thereby. 9. Notices - Any notice provided for herein or otherwise required to be given hereunder shall be deemed received when personally served or tiiree (3) days after mailing by certified or registered United States mail, retum receipt requested, postage prepaid, or by facsimile machine, v^th transmission and receipt confirmed, or by nationally recognized ovemight delivery service, addressed as follows: To Licensors: Encina Wastewater Authority District or City 6200 Avenida Encinas Address Carlsbad, Califomia 92009 To Licensee: With Copies to: The person and place to which notices are to be mailed may be changed by either party by providing written notice of same to the other. 10- Assignment Successors and Assigns - This Agreement may be assigned by either party and in and in such event shall be binding upon and inure to the benefit ofthe Parties' respective representatives, successors and assigns. 11' Entire Agreement - This License Agreement represents the full, complete and entire agreement between the parties with respect to the subject matter hereof, and the rights and remedies ofthe Parties shall be solely and exclusively those herein contained, and in lieu of any remedies otherwise available at law or in equity. 12. Governing Law - This Agreement shall be constmed and interpreted and govemed by and in accordance with the local law of the State of Califomia without reference to any choice of law, mles or policies which may refer the resolution of any dispute arising hereunder to the laws of any other jurisdiction. 13. Counterparts - This Agreement may be executed in one or more counterparts, each of which shall be deemed an original, and all of which, taken together, shall constitute one and the same Agreement. IN WITNESS WHEREOF, the Parties have executed this License Agreement by their duly authorized representative on the date first above written. LICENSORS: LICENSEE: DISTRICT OR CITY & ENCINA WASTEWATER AUTHORITY By: By: Name: Name: Titie: Titie: _ Date: Date: CONTRACT LABORATORY LIST Associated Laboratories (714) 771-6900 ATS Laboratories (760) 344-2532 Clarkson Laboratory & Supply, Inc. (619)425-1932 Columbia Analytical (818) 587-5550 D-Tek Analytical Laboratories (858) 566-4540 Edward S. Babcock & Sons, Inc. (909) 653-3351 Enviromatrix Analytical, Inc. (858)560-7717 Environmental Engineering Lab (619) 298-6131 Motile Laboratory Services (760) 929-8213 MWH Laboratories (626) 386-1100 Positive Lab Service (213)745-5312 Test America (949)261-1022 *West Coast Analytical Service (Bodycote) (562) 948-2225 Western Solutions, Inc. (760) 931-8081 'Certified to perfomi testing on the five regulated pharmaceutical organics: 1) Acetone 2) n-Amyl acetate 3) Ethyl acetate 4) Isopropyl acetate 5) Methylene chloride L:\SOURCE\Industry Handouts\Contract Lab List 022808.doc