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Home My WebLink AboutRP 04-11; Lincoln & Oak Mixed Use; Redevelopment Permits (RP) (4)FEASIBILITY STUDY Lincoln and Oak IVItxeit Use 3112 Lincoln Street Carisbad, GA "••f? lfl 'h^y •> ^-l^titered For '^'v'-! W;pf|i^J*i#«W*^^nd Design .1 . - Eilar Associates Acoustical 8^ Environmental Consulting 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 www.eilarassociates.com Phorie 76Q-753-1865 Fax 7601753-2597 January 11, 2006 EILAR ASSOCIATES ACOUSTICAL & ENVIRONMENTAL CONSULTING January 11, 2006 Karnak Planning and Design Job #A60106N1 Attention: Robert Richardson 2802 State Street, Suite C Carisbad, California 92008 Phone: 760-434-8400 Fax: 760-434-8493 SUBJECT: FEASIBILITY STUDY FOR LINCOLN AND OAK IVIIXED USE PROJECT 3112 LINCOLN STREET, CARLSBAD, CALIFORNIA Introduction An on-site inspection and traffic noise measurements were made at 10:30 a.m. on Tuesday, January 10, 2006 forthe proposed new residential and commercial mixed use building to be developed at 3112 Lincoln Street in Carisbad, California. The Assessor's Parcel Numbers (APN) are 203-260-14 and 203-260-15. Please refer to the Thomas Guide Map, Assessor's Parcel Map, Satellite Aerial Photograph and the Planned Land Use Map provided as Figures 1 through 5, respectively. Project Description This new development will provide a single retail space and six new condominiums, including underground on-site parking. All noise level or sound level values presented herein are expressed in terms of decibels, with A-weighting to approximate the hearing sensitivity of humans. Time-averaged noise levels are expressed by the symbol LEQ, for a specified duration. The CNEL is a 24-hour average, where sound levels during evening hours of 7:00 p.m. to 10:00 p.m. have an added 5 dB weighting, and sound levels during nighttime hours of 10:00 p.m. to 7:00 a.m. have an added 10 dB weighting. This is similar to the Day-Night sound level, LDN, which is a 24-hour average with an added 10 dB weighting on the same nighttime hours but no added weighting on the evening hours. Sound levels expressed in CNEL are always based on A-weighted decibels. These metrics are used to express noise levels for both measurement and municipal regulations, for land use guidelines, and for enforcement of noise ordinances. Further explanation can be provided upon request. Existing Noise Environment The primary noise sources in the vicinity of the project site include noise from automobiles and trucks traveling on Carisbad Boulevard and Oak Avenue to the north; traffic on Lincoln Street, and trains using the railroad tracks located to the east of the site. No other noise source is considered significant. Eilar Associates • 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 Kamak Planning & Design Attention: Robert Richardson January 11, 2005 Feasibility Study for Lincoln and Oak Mixed Use Project Page 2 Typically, a "one-hour" equivalent sound level measurement (LEQ, A-Weighted) is recorded for at least one noise-sensitive location on the site. During the on-site noise measurement, start and end times are recorded, vehicle counts are made for cars, medium trucks (double- tires/two axles), and heavy trucks (three or more axles) for the corresponding road segment(s). Supplemental sound measurements of one hour or less in duration are often made to further describe the noise environment of the site. For measurements of less than one hour in duration, the measurement time is long enough for a representative traffic volume to occur and the noise level (LEQ) to stabilize; 15 minutes is usually sufficient for this purpose. The vehicle counts are then converted to one-hour equivalent volumes by using the appropriate multiplier. Other field data gathered includes measuring or estimating distances, angles-of-view, slopes, elevations, roadway grades, and vehicle speeds. This data was checked against the available maps and records. Vehicle Traffic Noise Carisbad Boulevard is a divided four-lane, two-way, street running approximately north-south in the vicinity of the site. The posted speed limit in this area is 30 mph. Oak and Lincoln are 2-lane undivided residential street with no posted speed limits in the area. The assumed speed limit is for residential areas are 25mph, for both streets, in the vicinity of the project site. No traffic information is available for Oak or Lincoln Streets. The assumed traffic volumes are less than 2000 ADT currently with less than 2% annual growth for these streets. Carisbad Boulevard has a current (year 2000) ADT of 25,000 and a year 2030 project ADT of 28,000. Commuter and Freight Train Noise Railroad noise planning will be based on the Federal Transit Administration (FTA) Environmental Transit Noise and Vibration Impact Assessment planning document, Final Report April, 1995. The railroad tracks are located approximately 420 feet to the northeast of the project site and run north-south. Railroads utilizing the tracks include the Coaster, Amtrak, and freight train traffic. A worst-case analysis of the train railway traffic determined that weekday operations result in greater noise impacts than weekend operations, due to commuter use. Each weekday, a total of 22 Coaster trains, 29 Amtrak trains, and 6 freight trains pass near the project site. The current calculated on-site noise level (without any intervening structures acting as barriers) from the proposed site's Unit A Master Bedroom facade, which is closest to the tracks, is 64.0 CNEL. Please refer to the attached railway noise level calculations worksheets (Appendix A). The Coaster information was obtained at http://www.sdcommute.com: Amtrak information at http://www.amtrak.com; and freight train traffic information was obtained through Walt 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 • info@eilarassoclates.com Karnak Planning & Design Attention: Robert Richardson Feasibility Study for Lincoln and Oak Mixed Use Project January 11, 2005 Page 3 Stringer, Light Rail Manager with NCTD (North County transit District). Please refer to Appendix A: Railway Noise Analysis. IVIeasured Traffic Noise Levei An on-site inspection and traffic noise measurement were made on the morning of Tuesday, January 10, 2006. The weather conditions were as follows: overcast, moderate humidity, temperatures in the low 70's, with winds from the west at 2-4 mph. A "one-hour" equivalent noise measurement was made near the northwestern corner of the proposed project site. The microphone position was placed approximately five feet above the existing project site grade. During the measurement period traffic volumes were recorded for automobiles, medium-size trucks, and large trucks. After a continuous 15-minute sound level measurement, there was no change in the LEQ and results were then recorded. The measured noise level and related weather conditions are found in Table 1. Table 1. On-site Noise Measurement Date Tuesday, Jan 10, 2006. Time 10:30 a.m. Weather Condition 3 mph wind from the west, low 70s, clear skies, low humidity Measured Noise Level 59.4 dBA LEQ Future Traffic Noise Environment Future traffic volumes are only minimally greater than current traffic volumes. A 1 dBA increment will be added to current noise levels for the future. Exterior-to-lnterior Noise Calculation The City of Carisbad Noise Guidelines Manual, the California State Building Code, local municipalities, and other public agencies (such as HUD) require an acoustical analysis for any proposed multi-unit residential or commercial facility planning for construction in an area that has, or will have high exterior noise levels. This analysis must demonstrate building features and mitigation that will provide interior noise levels of 45 CNEL or less in residential space. CNEL is considered synonymous with LDN- Analysis for the interior noise levels requires consideration of: 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 • info@eilarassociates.com Karnak Planning & Design Attention: Robert Richardson Feasibility Study for Lincoln and Oak Mixed Use Project January 11, 2005 Page 4 Number of unique assemblies in the wall (doors, window/wall mount air conditioners, sliding glass doors, and windows) Size, number of units, and sound transmission data for each assembly type Length of sound impacted wall(s) Depth of sound impacted room Height of the exterior wall of sound impacted room Exterior noise level at wall assembly or assemblies of the sound impacted room The Composite Sound Transmission data is developed for the exterior wall(s) and the calculated noise exposure is converted to octave-band sound pressure levels (SPL) by addition of an octave data curve for typical traffic noise. The reduction in room noise due to absorption is calculated and subtracted from the interior octave noise levels, and the octave noise levels are logarithmically added to produce the overall interior room noise level. When interior noise levels exceed 45 CNEL, the noise reduction achieved by each element is reviewed to determine what changes will achieve the most cost-effective compliance. Windows are usually the first to be reviewed, followed by the doors, and then the walls. Modeling of wall assemblies using building plans is accomplished using INSUL Ver. 6.0, which is a model-based computer program, developed by Marshall Day Acoustics for predicting the sound insulation of walls, fioors, ceilings and windows. It is acoustically based on theoretical models that require only minimal material information and can make reasonable estimates of the sound transmission loss (TL) and Sound Transmission Class (STC) for use in sound insulation calculations. INSUL can be used to quickly evaluate new materials or systems or investigate the effects of changes to existing designs. It models individual materials using the simple mass law and coincidence frequency approach and can model more complex assembly partitions as well. It has evolved over several versions into an easy-to-use tool and has refined the theoretical models by continued comparison with laboratory tests to provide acceptable accuracy for a wide range of constructions. INSUL model performance comparisons with laboratory test data show that the model generally predicts the performance of a given assembly within 3 STC points. Measurement Equipment Some or all of the following equipment was used at the site to measure existing noise levels: Larson Davis Model 820 Integrating Sound Level Meter, Type 1, Serial # 0316 Larson Davis Model CA200 Calibrator, Serial # 0292 Hand-bearing magnetic compass, microphone with windscreen, tripods Distance measurement wheel, digital camera The sound level meter was field-calibrated immediately prior to the noise measurement and checked aftenA/ard, to ensure accuracy. All sound level measurements conducted and presented in this report, in accordance with the regulations, were made with a sound level meter that conforms to the American National Standards Institute specifications for sound level meters ANSI SI.4-1983 (R2001). All instruments are maintained with National Bureau of Standards traceable calibration, per the manufacturers' standards. 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 • info@eilarassociates.com Karnak Planning & Design Attention: Robert Richardson January 11, 2005 Feasibility Study for Lincoln and Oak Mixed Use Project Page 5 Exterior Calcuiated Noise Levels for Analysis This 59.4 dBA at a 5.3% houriy ADT percentage equals to an approximate 61.2 CNEL noise level at this location. Because there is some traffic shielding from nearby buildings, which will not be present at the upper building levels, 5 dBA has been added to the measured noise level. Thus, the hourly noise level at this location with the future 1 dBA addition and the 5 dBA shielding removal addition is expected to be about 65.4 dBA LEQ or 67.2 CNEL (Appendix B spreadsheets). The total worst-case site noise from the addition of the worst-case train noise, along with the worst- case traffic noise would be 68.9 CNEL. Outdoor Use Area Without mitigation, future combined noise levels at the proposed building's 2"^ fioor and 3^^ floor deck outdoor use areas will exceed allowable levels. Mitigation to provide an exterior noise level below 60 CNEL is feasible and will be necessary with a reasonable height noise shielding wall around the edge of the balconies. Exterior Building Facades Calculations show that future combined noise levels from all sources are above 60 CNEL necessitating an exterior to interior analysis. Interior Calculated Noise Levels for Analysis The City of Carisbad requires buildings to be designed in order to attenuate, control, and maintain interior noise levels to below 45 CNEL or less in multi-family residential space. Current exterior building construction is generally expected to achieve at least 15 decibels of exterior-to-interior noise attenuation, with windows opened. Therefore, proposed project building structure that are exposed to exterior noise levels greater than 60 CNEL could be subject to interior noise levels exceeding the 45 CNEL noise limit for multi-family residential space. Future combined noise levels will exceed 60 CNEL at the northeastern facade. Due to the elevated worst-case exterior noise level impacts at this building facade, an exterior-to-interior noise analysis was conducted to evaluate the sound reduction properties of proposed exterior wall, window, and door construction designs. Please refer to Appendix C: Exterior- to-lnterior Noise Analysis. Typical exterior wall assembly is proposed to be constructed as follows: Single layer of 7/8-inch thick Stucco panel exterior Single layer of 1/2-inch thick plywood 2-inch wide by 4-inch deep wood studs, placed 16-inches on-center Single layer of 3-1/2-inch thick faced fiberglass (R-13) batt insulation Single layer of 5/8-inch thick Type X gypsum board 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 • info@eilarassoclates.com Karnak Planning & Design Attention: Robert Richardson January 11, 2005 Feasibility Study for Lincoln and Oak Mixed Use Project Page 6 INSUL evaluation of the exterior wall proposed for this project resulted in an approximate STC rating of 45, which was incorporated into our analysis. Please refer to Appendix D: Sound Insulation Prediction Results. Our exterior-to-interior analysis also incorporates STC 28 windows as the minimum recommended configuration for the project. The window assembly is constructed with an STC 28 (1/8-inch thick glass, 1/4-inch air gap, 1/8-inch thick glass. The listed window STC value is based on "Center-of-Glass" test data. Any window and frame configurations may be used as long as they meet or exceed the minimum STC ratings and corresponding octave band performances for the above windows. Window "Center-of- Glass" performance for the recommended window is provided in Appendix C: Sound Insulation Prediction Results. With the proposed exterior wall assembly and window configurations specified above, all residences will comply with the City of Carisbad interior noise code regulations, with windows and doors in either a closed and open position. Representative exterior-to-interior calculations show that the future interior noise levels will meet the minimum requirements of 45 CNEL or less in multi-family residential space, with windows in the closed position. The proposed multi-family residential space was analyzed for worst-case exterior noise impacts. All rooms will meet satisfactory interior noise levels, if built according to the wall, window, and mechanical ventilation plans reviewed for this acoustical analysis. These interior mitigation recommendations wiil satisfy the acoustical requirements necessary to meet the California Code of Regulations, Title 24. Mitigation is necessary to achieve an interior sound level of 45 CNEL. This is feasible with normal building construction materials and techniques, and the use of sound-rated windows as described. Since exterior noise levels will be above 60 CNEL, residential building planning requirements for fresh air (as addressed in the Uniform Building Code), cannot be based on air from "OPEN WINDOVVS". Forced air ventilation with fresh exterior air is also reguired to meet the Uniform Building Code interior ventilation reguirements. This project must incorporate mechanical forced air ventilation with an upgrade for fresh air intake/ stale air exhaust supplied to the individual rooms. Fresh air intake/stale air exhaust must be supplied from the outside through a minimum 4-foot duct with two right-angle bends, interior duct insulation, or an equivalent design. The ventilation system shall not compromise the sound insulation capability of the exterior wall or be dependent on ventilation through windows. 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 • info@eilarassociates.com Karnak Planning & Design Attention: Robert Richardson January 11, 2005 Feasibility Study for Lincoln and Oak Mixed Use Project Page 7 Conclusions This project is feasible with normal mitigation. A final site noise study should be completed as part of the building plan approval process. EILAR ASSOCIATES Charies Terry, Senior Acoustical Consultant Figures 1. Thomas Guide Map 2. Assessor's Parcel Map 3. Satellite Aerial Photograph 4. Topographic Map 5. Planned Use Map Appendices A. Railway Noise Analysis B. Exterior Spreadsheet C. Exterior-to-lnterior Noise Analysis 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 • info@eilarassociates.com Karnak Planning & Design Attention: Robert Richardson January 11, 2005 Feasibility Study for Lincoln and Oak Mixed Use Project Page 8 D. References 1. 2001 California Building Code, Based on the 1997 Uniform Building Code, Appendix Chapter 12, Division II - Sound Transmission Control, Section 1208 - Sound Transmission Control. 2. 2001 California Building Code, Based on the 1997 Uniform Building Code, Chapter 12, Section 1203.3 - Ventilation. 3. 2001 California Noise Insulation Standards, efl'ective 11/01/02, Based on 1997 Uniform Building Code, California Code of Regulations, Titie 24. 4. California Department of Transportation, Sound32 Traffic Noise Model. 5. City of Carisbad Noise Guidelines Manual. 6. City of Carisbad Noise Element to the General Plan 7. Harris, Cyril M., Handbook of Acoustical Measurements and Noise Control, 3^^ Edition, Acoustical Society of America, 1998. 8. Heeden, Robert A., Compendium of Materials for Noise Control, U.S. Department of Health, Education and Welfare, National Institute for Occupational Safety and Health, November 1978. 9. Irvine, Leland K., Richards, Roy L., Acoustics and Noise Control Handbook for Architects and Builders, Kreiger Publishing Company, 1998. 10. NBS Building Sciences Series 77, Acoustical and Thermal Performance on Exterior Residential Walls, U.S. Department of Commerce/National Bureau of Standards, November 1976. 11. Western Electro-Acoustic Laboratory, Inc., 1711 Sixteenth Street, Santa Monica, California 90404, 213-80-9268, Sound Transmission Loss Vs. Glazing Type, Window Size and Air Filtration, January 1985. The research described in this report was prepared for the California Association of Window Manufacturers, 823 North Harbor Boulevard, Suite E, Fullerton, Califomia 92632, 714-525-7088. 12. Wyle Laboratories, Development of Ground Transportation Systems Noise Contours for the San Diego Region, December 1973. 539 Encinitas Boulevard, Suite 206, Encinitas, CA 92024 • 760-753-1865 • Fax 760-753-2597 • info@eiiarassociates.com FIGURES ©2005 Thomas Bros. Maps No Scale Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Thomas Guide Map Job#A60106N1 Figure 1 f Cc) SAN DAG/SanG IS IttO^^ http J/amt .sandag .org/hedi LEGEND Reference Layers Parcels APN:203-260-14&15 Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Assessor's Parcel Map Job#A60106N1 Figure 2 Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Satellite Aerial Photograph Job#A60106N1 Figure 3 Image courtesy of tiie U.S. Geological Survey m yds .00, 200, 300, 100' 200' 300 Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Topographic Map Job#A60106N1 Figure 4 SANDAG/SanGIS 2C //cart .safutag.orgAiedt LEGEND Planned Land Use Residential Commercfal IndiKtnat Pubiic Facilities Parks Agriculture Water Reservations Reference Layers Parcels Pf^ Roads Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Planned Land Use Map Job#A60106N1 Figure 5 • I APPENDIX A Railway Noise Analysis Worksheet D Railway Noise Page 1 Noise Assessment Guidelines Ust All Railways wittiin 3000 feet of the site: Note: Future Railway Activity 1. Amtrak Passenger Trains 2. Coaster Passenger Trains 3. Southem Padflc Freight Trains Necessary Information: 1. Distance in feet from the NAL to the railway track: 2. Number of trains in 24 hours: a. diesel b. electrified 3. Fraction of operations occurring at night (10 p.m.. - 7 a.m.): 4. Number of diesel locomotives per train: 5. Number of rail cars per train: a. diesel trains b. electrified trains 6. Average train speed: 7. Is track welded or bolted? 8. Are whistles or horns required ror graae crossings/ Railway No. 1 420 Railway No. 2 420 Railway No. 3 420 29 22 8 0 0 0 7% 0% 63% 1 1 5 6 5 120 0 0 0 40 40 40 bolted bolted bolted yes yes yes Rail Templet Future R-1 .xls Worksheet D Railway Noise Page 2 Noise Assessment Guidelines Adjustments for Diesel Locomotives 9 10 11 12 13 14 15 16 17 No. of Locomotives 2 Average Speed Table 9 Homs (enter 10) Night- time Table 5 No. of Trains (line 2a) Adj. No. of Opns. DNL Workchart 3 Barrier Attn. Partial DNL Railway No. 1 0.5 X 0.75 X 1 X 0.69 X 29 = 8 53.4 0 = 53.4 Railway No. 2 0.5 X 0.75 X 1 X 0.43 X 22 = 4 50.1 0 50.1 Railway No. 3 2.5 X 0.75 X 1 X 2.82 X 8 = 42 60.9 0 = 60.9 Adjustments for Railway Cars or Rapid Transit Trains 18 Number of Cars 50 19 Average Speed Table 10 20 Bolted Rails (enter 4) 21 Night- time Table 5 22 No. of Trains (Line 2a or 2b) 23 Adj. No. of Opns. 24 DNL Workchart4 25 Barrier Attn. 26 Part:ial DNL Railway No. 1 0.12 X 1.78 X 4 X 0.69 X 29 = 17 46.0 0 = 46.0 Railway No. 2 0.1 X 1.78 X 4 X 0.43 X 22 = 7 41.9 0 = 41.9 Railway No. 3 2.4 X 1.78 X 4 X 2.82 X 8 = 386 59.5 0 = 59.5 Combined Locomotive and Railway Car DNL Railway No. 1 54.1 Railway No. 2 50.7 Railway No. 3 63.3 Total DNL for all Railways 64.0 Signature Date Rail Templet Future R-1 .xls « f * APPENDIX B Exterior Noise IVIeasurements Spreadsheet f * Site Measurement 59.4 dBA LEQ Measurement Hour 110:00 AMI 5.30% Calcula ted CNEL 61.2 Hour Percent Hourly Noise Level 12:00 AM 0.40% 48.2 dBA LEQ 1:00 AM 0.10% 42.2 dBA LEQ 2:00 AM 0.10% 42.2 dBA LEQ 3:00 AM 0.10% 42.2 dBA LEQ 4:00 AM 0.20% 45.2 dBA LEQ 5:00 AM 1.00% 52.2 dBA LEQ 6:00 AM 3.50% 57.6 dBA LEQ 7:00 AM 7.30% 60.8 dBA LEQ 8:00 AM 6.40% 60.2 dBA LEQ 9:00 AM 4.90% 59.1 dBA LEQ 10.00 AM 5.30% 59.4 dBA LEQ 11:00 AM 6.20% 60.1 dBA LEQ 12:00 PM 6.90% 60.5 dBA LEQ 1:00 PM 6.50% 60.3 dBA LEQ 2:00 PM 7.40% 60.8 dBA LEQ 3:00 PM 8.00% 61.2 dBA LEQ 4:00 PM 8.60% 61.5 dBA LEQ 5:00 PM 8.50% 61.5 dBA LEQ 6:00 PM 6.10% 60.0 dBA LEQ 7:00 PM 4.20% 58.4 dBA LEQ 8:00 PM 3.10% 57.1 dBA LEQ 9:00 PM 2.40% 56.0 dBA LEQ 10:00 PM 1.60% 54.2 dBA LEQ 11.00 PM 1.10% 52.6 dBA LEQ CNEL 10 6.6E+05 10 1.6E+05 10 1.6E+05 10 1.6E+05 10 3.3E+05 10 1.6E+06 10 5.8E+06 0 1.2E+06 0 1.1E+06 0 8.1E+05 0 8.7E+05 0 1.0E+06 0 1.1E+06 0 1.1E+06 0 1.2E+06 0 1.3E+06 0 1.4E+06 0 1.4E+06 0 1.0E+06 5 2.2E+06 5 1.6E+06 5 1.2E+06 10 2.6E+06 10 1.8E+06 CNEL APPENDIX C Exterior-to-lnterior Noise Analysis EXTERIOR TO INTERIOR NOISE REDUCTION ANALYSIS Project Name: Wall 1 of 2 Room Name: Lot 1 - Level 2 - Bedroom 2 Room Type: Soft 125 Hz 250 Hz 500 Hz IKHz 2KHz 4KHz Reverberation Time (sec): 0.8 0.8 0.8 0.8 0.7 0.7 : Highly Absorptive Room Room Absorption (Sabins): 130 130 130 130 163 163 Noise Level 125 Hz 250 Hz 500 Hz IKHz 2KHz 4KHZ Source 1: Commuter Train 64.0 CNEL 57.4 50.9 57.3 57.5 56.7 53.5 : Commuter Train Spectrum Source 2: Traffic 67.2 CNEL 50.5 56.0 58.5 62.5 62.5 56.5 : Traffic Spectrum Source 3: <N/A> 0.0 CNEL 0.0 0.0 0.0 0.0 0.0 0.0 Source 4: <N/A> 0.0 CNEL 0.0 0.0 0.0 0.0 0.0 0.0 Overall: 68.9 CNEL 58.2 57.2 61.0 63.7 63.5 58.3 : Effective Noise Spectrum Assembly Tvoe Open Width Heiqht Qtv Total Area 125 Hz 250 Hz SOO Hz IKHz 2KHz 4KHz STC 46 Typical Exterior Wail N 15.5 8 1 88.0 29 40 46 46 44 53 STC 28 1/2-inch Dual Insulating Window Y 6 6 1 36.0 23 23 22 32 43 37 <N/A> Y 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 Room Depth: 17.5 ft Overall Area: 124 ft' Volume: 2170 ft' Number of Impacted Walls: 2 Windows Open 125 Hz 250 Hz 500 Hz IKHz 2KHz 4KHz Interior Noise Level: 50.4 CNEL 58.2 57.2 61.0 63.7 63.5 58.3 ; Exterior Wall Noise Exposure 8.3 8.4 8.4 8.4 8.4 8.4 : Transmission Loss Windows Closed 0.0 0.0 0.0 0.0 0.0 0.0 : Noise Reduction Interior Noise Level: 39.8 CNEL 21.1 21.1 21.1 21.1 22.1 22.1 : Absorption 37.1 36.0 39.8 42.6 41.4 36.2 : Noise Level 47.4 CNEL WINDOWS OPEN 125 Hz 250 Hz 500 Hz IKHz 2KHz 4KHZ 58.2 57.2 61.0 63.7 63.5 58.3 ; Exterior Wall Noise Exposure 262 28.0 27.4 37.3 43.5 42.4 ; Transmission Loss 5.3 7.1 6.5 16.3 22.6 21.5 : Noise Reduction 21.1 21.1 21.1 21.1 22.1 22.1 : Absorption 31.8 28.9 33.3 26.2 18.8 14.7 : Noise Level 37.0 CNEL WINDOWS CLOSED EXTERIOR TO INTERIOR NOISE REDUCTION ANALYSIS Project Name: Project # : Room Name: Lot 1 Level 2 - Bedroom 2 Wall 2 of 2 Noise Level 125 Hz 250 Hz SOO Hz IKHz 2KHz 4KHz Source 1: Commuter Train 64.0 CNEL 57.4 50.9 57.3 57.5 56.7 53.5 : Commuter Train Spectrum Source 2: Traffic 67.2 CNEL 50.5 56.0 58.5 62.5 62.5 56.5 : Traffic Spectrum Source 3: <N/A> 0.0 CNEL 0.0 0.0 0.0 0.0 0.0 0.0 Source 4: <N/A> 0.0 CNEL 0.0 0.0 0.0 0.0 0.0 0.0 Overall: 68.9 CNEL 58.2 57.2 61.0 63.7 63.5 58.3 : Effecfive Noise Spectrum Assemblv Tvoe Open Width Height Qty Total Area 125 Hz 250 Hz SOO Hz IKHz 2KHz 4KHz STC 46 Typical Exterior Wall N 11 8 1 52.0 29 40 46 46 44 53 STC 28 1/2-inch Dual Insulating Window Y 6 6 1 36.0 23 23 22 32 43 37 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 <N/A> N 0 0 0 0.0 0 0 0 0 0 0 Overall Area: 88 ft' 125 Hz 250 Hz 500 Hz IKHz 2KHz 4KHz 58.2 57.2 61.0 63.7 63.5 58.3 : Exterior Wall Noise Exposure 6.9 6.9 6.9 6.9 6.9 6.9 : Transmission Loss 0.0 0.0 0.0 0.0 0.0 0.0 : Noise Reduction 21.1 21.1 21.1 21.1 22.1 22.1 : Absorption 37.1 36.0 39.8 42.6 41.4 36.2 : Noise Level 47.4 CNEL WINDOWS OPEN 125 Hz 250 Hz 500 Hz IKHz 2KHz 4KHz 58.2 57.2 61.0 63.7 63.5 58.3 ; Exterior Wall Noise Exposure 25.4 26.6 25.9 36.0 43.4 41.0 : Transmission Loss 6.0 7.2 6.5 16.5 23.9 21.6 : Noise Reduction 21.1 21.1 21.1 21.1 22.1 22.1 : Absorption 31.1 28.8 33.3 26.0 17.5 14.6 : Noise Level 36.7 CNEL WINDOWS CLOSED Conway & Associates, Inc. Civil Engineers/Surveyors/Generai-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 PRELIMINARY STORM WATER MANAGEMENT PLAN for Lincoln & Oak Mixed Use Building CT 05- / RP 04-11 / CDP 04-30 6 Residential Units & 1 Retail Unit Parcel 1 & Parcel 2, PM 11077 APN 203-260-14 & 15 Carlsbad, CA Prepared; November 17, 2004 Revised: January 10, 2005 Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 REPORT INDEX INTRODUCTION Page 1 1. SWMP ELEMENTS: STORM WATER QUALITY Page 1 1.1 Project Location & Site Description Page 1 1.2 Storm Water Requirements Applicability Page 1 1.3 State Impaired Waterbodies "303(d) list" Page 1 1.4 Hydrologic Unit Contribution Page 2 1.5 Potential Effects To The Water Quality Environment Page 2 1.6 Surface Water Quality Objectives Page 3 2. BASIC HYDROLOGY OVERVIEW Page 3 2.1 State Impaired Waterbodies "303(d) list Page 3 2.2 100-Year Retum Event Peak Flow Computations Page 3 3. BMP APPLICATIONS Page 4 3.1 Construction Best Management Practices (BMP's) For The Project Site Page 4 3.2 Post-Construction BMP's For The Project Site Page 4 4. MAINTENANCE STORMWATER MANAGEMENT PROGRAM Page 4 4.1 Maintenance Responsibility Page 4 4.2 BMP Maintenance : Page 4 4.3 Fiscal Resources Page 5 4.4 Program Evaluation Page 5 Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 APPENDICES APPENDIX A Vicinity Map APPENDIX B Storm Water Requirements Applicability Checklists APPENDIX C State Impaired Waterbodies "303(d) List" APPENDIX D Water Quality Standards APPENDIX E 100-Year Retum Event Peak Flow Computations Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 PRELIMINARY STORM WATER MANAGEMENT PLAN for LINCOLN & OAK MIXED USE BUILDING RP 04-11/CDP 04-30 January 10, 2005 Project: 6-Unit Residential & Commercial Mixed Use Building Parcel 1 of Parcel Map 11077 ~ APN 203-260-14 ~ 325 Oak Avenue Parcel 2 of Parcel Map 11077 ~ APN 203-260-15 ~ 3112 Lincoln Street INTRODUCTION The purpose of this Preliminary Stormwater Management Plan (pSWMP) is to address the anticipated water quality impacts resulting from the construction of the Lincoln and Oak Mixed Use condominium project in Carlsbad. Best Management Practices (BMPs) will be utilized to provide a long-term solution to water quality. This pSWMP intends to provide a plaiming template to ensure the effectiveness of the BMPs through proper maintenance based on long-term fiscal plaiming. This pSWMP is subject to revision as needed by the engineer in the final-design phase of the project. 1. SWMP ELEMENTS; STORM WATER OUALITY 1.1 Proiect Location & Site Description: The subject property is located within the city limits of the City of Carlsbad. The subject site is located at the southeast comer of Oak Avenue and Lincoln Street in the Carlsbad Village area. The project site addresses are 325 Oak Avenue (west parcel) and 3112 Lincoln Street (east parcel), Carlsbad, CA, 92008. The subject property is also known as Parcels 1 & 2 of PM 11077, Assessor's Parcel Number 203-260-14 & 15, and encompasses 0.34 acres. See Appendix A for a project site vicinity map. The project is bounded by Oak Avenue to the north, Lincoln Street to the West, residential apartments to the south and an abandoned residential structure to the East. Site access is taken from both frontage streets. Currently, the project site contains a single-family residence on the West parcel and a retail business in a converted residence on the East parcel. 1.2 Storm Water Requirements Applicabilitv: Considering the small area of the project (0.34 acres), that all on-site parking is covered and based on a review of Appendix A of the City of Carlsbad Storm Water Standards Manual, this project is not considered to be a priority project. The site is designated as "medium" priority construction project. Completed storm water requirements applicability checklists from the City of Carlsbad Storm Water Standards Manual are included in Appendix B of this report. 1.3 State Impaired Waterbodies "303(d) list": The subject site is a part of Hydrologic Unit 904.31, Agua Hedionda Lagoon. This hydrologic sub-area is listed on the July, 2003 list as an impaired water body (see Appendix C). This water body is listed as impaired by total dissolved solids (low), bacteria indicators (low), sedimentation (low) and Diazanon (high). The Agua Hedionda Lagoon is located approximately one mile South of the subject property. The project is connected to a public sewer system and will have catch basin inserts installed throughout the entire site. Page 1 of 5 Pages \\fileserver\projects\04-008 rib tm\hydro\04008_hydrpt.doc Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 1.4 Hydrologic Unit Contribution: The project site is located wdthin the limits of Basin B ofthe Agua Hedionda Creek watershed as defined by the City's Master Drainage and Storm Water Quality Management Plan dated March 1994. Basin B is depicted on the Plate 1 fold-out (sheet 1 of 4, City drawing 296-5 - a modified portion is presented below). 1.5 Potential Effects To The Water Oualitv Environment: The City of Carlsbad Storm Water Standards Manual (dated April, 2003) contains Table 2 - Anticipated and Potential Pollutants Generated by Land Use Type. This table suggests that pollutants that are possible from various types of developments. The potential pollutants listed for Commercial Development and Parking Lots are as follows: , ) Sediment , ^ Nutrients \>\^^ Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Table 2 makes no distinction between urban, suburban or rural types of development. The potential for these pollutants in storm water is a function of many factors that include development density, the physical design of the project site, location of the project, the presence or absence of off-site discharges through the property and the like. The primary constituents of concem in Hydrologic Unit 904.31, Agua Hedionda Lagoon, of which this project site is a contributor, is sediment, nutrients, petroleum chemicals, toxics and trash. The source/activity that this project would contribute is urban runoff Considering the specifics of the subject project, the following lists the potential pollutants and how they will be mitigated in the final design: • Sediments - Proposed slopes and graded areas will be planted and irrigated. Parking, driveway and sidewalk areas will be swept periodically. Site runoff will be bio-treated by flowing through the landscaped-lined perimeter drain swales. • Nutrients - Fertilizers shall be applied according to all federal, state and local regulations. Slope and landscape areas shall be monitored and maintained to reduce bare soil areas. • Heavy Metals - The most-likely source of this constituent from this project will be copper from automobile brake dust. Runoff from parking areas will be directed to oil-water or storm water separator units prior to its discharge to the public storm drain system. •<^^-cyyifi. ^ly 1 4«: ^oy\r \^^^Wy o. V AGUA HEDIONDA ^y LAGOON OA Lux. Page 2 of 5 Pages \\fileserver\projects\04-008 rib tm\hydro\04008_hydrpt.doc Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 • Organic Compounds / Trash & Debris - All trash containers shall have attached lids. Trash containers shall be located in enclosure areas having sloped concrete pavement with walls or curbs on three sides to prevent runoff from adjoining areas and gated in front. The driveway, guest parking and sidewalk areas will be swept periodically. Visible surface trash shall be picked up on a weekly basis. Landscape vegetation will be disposed of in the trash or taken off-site to a recycling center. • Oxygen Demanding Substances - See the "Trash & Debris" section listed above. • Oil & Grease - The likely source of oils and greases expected to be present will be from automobiles. The enclosed private garages are expected to keep the oil and grease from this source isolated. The exterior guest parking areas will be swept periodically and will drain to landscaped-lined drain swales. Catch basin inserts will be used to treat storm water at all catch basins receiving runoff directly from paved driveway areas. • Bacteria & Vimses - These are not expected to be a constituent from this project. • Pesticides - Pesticides will be applied in accordance with all federal, state and local regulations. Pesticide use shall be kept to a minimum and shall be used only when absolutely necessary. 1.6 Surface Water Oualitv Objectives: The stated purpose of the discharge requirements (as stated by the San Diego Regional Water Quality Control Board) is to "reduce the negative impacts to receiving waters resulting from urban mnoff from development." This general objective is then implemented by the use of Best Management Practices (BMPs) for both the constmction period and the post-construction period. See Appendix D for existing water quality standards database for Agua Hedionda Lagoon. There are no Water Quality Objectives for this water body reach. 2. BASIC HYDROLOGY OVERVIEW 2.1 Project Area Description: The project site currently consists of two improved single family residential lots. Parcel 1 and Parcel 2 of Parcel Map 11077. Parcel 2 takes access from the Oak Avenue right of way. Presently, there is no defined vehicle access to the public right of way for Parcel 1. The subject site and the immediate neighboring area drains to a series of existing curb inlets located at the northwest, southwest and southeast curb retums of the Lincoln and Oak street intersection. The project's new on-site private storm drain system will be tied directly to the storm drain curb inlet at the southeast curb retum. An existing underground public storm drain line runs easterly along Oak Avenue and discharges a PCC-lined channel at the east end Oak Avenue at the southerly limits of the public parking lot near the San Diego Railroad right of way. Storm water discharged from the 18-inch RCP storm drain pipe at the parking lot exit drive crosses to the East side of the railroad tracks via an existing 36" CMP storm drain culvert. From there, storm water is conveyed by an existing earthen channel and existing storm drain culverts located along the east side of the railroad tracks and discharges to the Agua Hedionda Lagoon. The existing storm drain in Oak Avenue is not depicted on the City's Master Plan of Drainage plates and there are no improvement drawings on file with the City showing the storm drain reach between the curb inlet at the Lincoln-Oak intersection and the 18-inch RCP outlet near the railroad tracks. 2.2 100-vear Return Event Peak Flow Computations: Estimated peak flows for 100-year, 6-hour storm events (pre- and post-development conditions) were computed for the project site. The peak pre- development storm water mnoff rate was computed at 0.7 cfs. The peak post-development storm water mnoff rate was computed at 1.5 cfs, an increase of 0.8 cfs. The increase in the peak discharge is the result of additional impervious surface area and a reduction in the time of concentration for the subject site's tributary basin. Page 3 of 5 Pages \\fileserver\projects\04-008 rib tm\hydro\04008_hydrpt.doc Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 Appendix E of this report contain the backup data and computations for the 100-year, 6-hour storm peak runoff which include: - On-Site Hvdrologv Computations: rational method hydrology computations quantifying the project's pre-development and post-development peak nmoff conditions; - Hvdrologv Maps: 1 "=40' approximate-scale maps (17"xl 1") of the on-site and immediate areas showing the pre-development and post-development runoff conditions for the project site. 3. BMP APPLICATIONS 3.1 Construction Best Manasement Practices (BMP's) For The Proiect Site: Standard water pollution control measures (construction BMPs) will be used in the project's constmction phase. Construction BMP measures will include a stabilized constmction entrance; storm drain inlet protection (silt fence barrier & desilting basin); use of storm water filter catch basin inserts ("Flo-Gard" system by Kristar Industries or equivalent - typical); material delivery and storage specifications; concrete waste management specifications; and sanitary waste management specifications. 3.2 Post-Construction BMP's For The Proiect Site: Driveway runoff Due to the proposed grading design, storm water runoff from the proposed exterior driveway pavement will drain towards the covered parking areas located below the proposed structure. This pavement runoff will be captured by new trench drains fitted with storm water filter inserts and will be directed to the public storm drain system via a new private on-site storm drain system. Parking Area Runoff All onsite project parking spaces are located below the proposed stmcture and are not directly exposed rain or storm water runoff As required by the Uniform Plumbing Code, runoff from the garage level floors (garage, parking and drive aisles) will be run through an oil-water separator before discharge to the public sewer. Roof & sidewalk runoff Storm water runoff collected from the roof areas that are tied directly to the new storm drain system will flow through a storm water filter insert (a "Fossil Filter" or equivalent storm water filter unit). Storm water mnoff collected from the roof areas that are discharged at grade and mnoff from the proposed PCC walkway areas will be directed through landscaped areas and allowed to flow along these areas to the greatest extent practical to provide bio-filtration of the roof nmoff before it enters the on-site storm drain collection system. The storm water filter insert selected for this project meets the San Diego Regional Water Quality Control Board's "Standard Urban Storm Water Mitigation Plan" (SUSMP) requirements. Any storm water filter substitution requires city engineer approval to ensure that the SUSMP requirements of the design are maintained. 4. GENERAL MAINTENANCE PROGRAM 4.1 Maintenance Responsibility: The maintenance responsibility during the construction activity shall reside with, the licensed contractor who is responsible for overall project constmction management. In the event the ovmer chooses to be the project manager, the responsibility will reside with the ovmer. The maintenance responsibility for the operating project (post-constmction) resides with the property owner. The property owner shall be responsible for maintaining, monitoring and repairing all BMP measures during the life ofthe project. 4.2 BMP Maintenance: After installation and establishment of the post-constmction BMPs, the property Page 4 of 5 Pages \\fileserver\projects\04-008 rib tm\hydro\04008_hydrpt.doc Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 ovmer (or ovmers) shall assume responsibility for maintenance in accordance with the following: • All vegetated slopes shall be irrigated and maint£iined in a manner that provides for plant health and good coverage of the slope areas. If erosion of the slope area becomes evident, then the maintenance activity shall include stabilization of the eroded area using matting or other acceptable methods. All landscaped areas shall be irrigated and maintained to promote plant health and good coverage. Trash shall not be permitted to accumulate in such a way that storm nmoff could transport the trash off-site. All driveway surfaces and parking areas shall be kept clean by periodic sweeping. The frequency of sweeping shall be sufficient to prevent the accumulation of silt, debris or motor vehicle fluids, but not less than twice yearly. In the event that trash or debris is generated as a result of site activity, the trash and/or debris shall be cleaned up within a 24-hour period. Landscape pesticides, herbicides and fertilizers shall be used in accordance with applicable federal, state and local regulations. Landscape waste shall be disposed of by use of a solid waste container or transported off-site to a solid waste-recycling center. Landscape irrigation run-off shall not be allowed. Irrigation controllers shall be regulated so that there is no significant landscape water mn-off The storm drainage channels shall be cleaned at least once a year to remove accumulated sediment to the original grade of the channel. Storm water filter assemblies shall be inspected and maintained by periodic inspection. The frequency of inspection shall be sufficient to prevent the accumulation of silt, sediment and debris, but not less than is recommended by the manufacturer. BMPs shall be inspected, cleaned and repaired when necessary prior to and during each rainy season, including conducting an annual inspection no later than September 30th each year. Should any of the project's surface or subsurface drainage/filtration stmctures or other BMPs fail or result in increased erosion, the property owner is responsible for all necessary repairs to the drainage/filtration system or BMPs and restoration of the eroded area. 4.3 Fiscal Resources: The property owner shall provide the fiscal resources necessary for implementing the above structural and maintenance BMPs and keeping them in good operating order. 4.4 Program Evaluation: After the completion of constmction and the commencement ofthe use of the site for residential use, the program outlined in this document shall be evaluated annually by the ovmer to determine its efficacy. In the event that there are deficiencies in the delineated maintenance activities, adjustments shall be made and documented to address any such deficiencies. Page 5 of 5 Pages \\fileserver\projects\04-008 rib tm\hydro\04008_hydrpt.doc Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 APPENDIX A VICINITY MAP STTE CARLSBAD CARLSBAD Y VILLAGE o ^ z y^"- OAK T AVE C/) Ay 1 PINE AVE. o > •n m 5 WALNUT r-z o o l— z ST CO .-1 DR. > CO X z z t/) VIONrTYMAP ® (/) Fl CJI NO SCALE Conway <& Associates, Inc. Civil Engineers/Surveyors/General-Engincering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 APPENDIX B STORM WATER REQUIREMENTS APPLICABILITY CHECKLISTS Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad. CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 Storm Water Resource Standards - Section 1. Permanent Storm Water BMP Requirements: Part A: Determine Priority Project Permanent Storm Water BMP Requirements Does the project meet the definition of one or more of the priority project categories? * Yes No 1. Detached residential development of 10 or more units 2. Attached residential development of 10 or more units 3. Commercial development greater than 100,000 square feet V 4. Automotive repair shop V 5. Restaurant V 6. Steep hillside development greater than 5,000 square feet V 7. Project discharging into receiving waters within Environmentally Sensitive Areas 8. Parking lots greater than or equal to 5000 ft or with at least 15 parking spaces, and potentially exposed to urban runoff 9. Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater V * Refer to the defmitions section in the Storm Water Standards for expanded defmitions of the priority project categories. LimitedExclmion: Trenching and resurfacing work associated with utility projects are not considered priority projects. Parking lots, buildings and other stmctures associated with utility projects are priority projects if one or more of the criteria in Part A is met. If all answers to Part A are "No", continue to Part B. Part B: Determine Standard Permanent Storm Water Requirements. Does the project meet the definition of one or more of the priority project categories? * Yes No 1. New impervious areas, such as rooftops, roads, parking lots, driveways, paths and sidewalks? 2. New pervious landscape areas and irrigation systems? 3. Permanent stmctures within 100 feet of a natural water body? 4. Trash storage areas? 5. Liquid or solid material loading and unloading areas? V 6. Vehicle or equipment fueling, washing, or maintenance areas? V 7. Require a General NPDES Permit for Storm Water Discharges Associated with Industrial Activities (except construction)? 8. Commercial or industrial waste handling or storage, excluding typical office or household waste? 9. Any grading or ground disturbance during construction? 10. Any new storm drains, or alteration to existing storm drains? * To find out if your project is required to obtain an individual General NPDES Permit for Storm Water Discharges Associated with Industrial Activities, visit the State Water Resources Control Board web site at www.swrcb.ca.gov/stormwtr/industrial.html p:\04-008 rib tm\hydro\appn_b-swappl.doc Page 1 of 2 Pages Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 Storm Water Resource Standards - Section 2. Construction Storm Water BMP Requirements: Part C: Determine Constmction Phase Storm Water Requirements Would the project meet any of these criteria during construction? Yes No 1. Is the project subject to Califomia's statewide General NPDES Permit for Storm Water Discharges Associated With Construction Activities? 2. Does the project propose grading or soil disturbance? V 3. Would storm water or urban runoff have the potential to contact any portion of the construction area, including washing and staging areas? V 4. Would the project use any constmction materials that could negatively affect water quality if discharged from the site (such as, paints, solvents, concrete, and stucco? Part D: Determine Constmction Site Priority • A) High Priority 1) Projects where the site is 50 acres or more and grading will occur during the rainy season. 2) Projects 1 acre or more. 3) Projects 1 acre or more within or directly adjacent to or discharging directly to a coastal lagoon or other receiving water within an environmentally sensitive area. 4) Projects, active or inactive, adjacent or tributary to sensitive water bodies X B) Medium Priority 1) Capital Improvement Projects where grading occurs, however a Storm Water Pollution Prevention Plan (SWPPP) is not required under the State General Constmction Permit (i.e., water and sewer replacement projects, intersection and street re-alignments, v^dening, comfort stations, etc.) 2) Permit projects in the public right-of-way where grading occurs, such as installation of sidewalk, substantial retaining walls, curb and gutter for an entire street frontage, etc., however SWPPPs are not required. 3) Permit projects on private property where grading permits are required, however, Notice Of Intents (NOIs) and SWPPPs are not required. D C) Low Priority 1) Capital Projects where minimal to no grading occurs, such as signal light and loop installations, street light installations, etc. 2) Permit projects in the public right-of-way where minimal to no grading occurs, such as pedestrian ramps, driveway additions, small retaining walls, etc. 3) Permit projects on private property where grading permits are not required, such as small retaining walls, single-family homes, small tenant improvements, etc. p:\04-008 rib tm\hydro\appn_b-swappl.doc Page 2 of 2 Pages Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 APPENDIX C STATE IMPAIRED WATERBODIES 303(d) LIST 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD July 2003 9 R Agua Hedionda Creek 9 E Agua Hedionda Lagoon 9 R Aliso Creek 9 E Aliso Creek (moutli) 9 E Buena Vista Lagoon 90431000 90431000 90113000 90113000 90421000 Total Dissolved Solids Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Nonpoint/Point Source Nonpoint/Point Source Bacteria Indicators Sedimentation/siltation Bacteria Indicators Urban Runoff/Storm Sewers Unknown point source Nonpoint/Point Source Phosphorus Impairment located at lower 4 miles. Urban Rnnon/Storm Sewers Unknown Nonpoint Source Unluiown point source Toxicity Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Bacteria Indicators Nonpoint/Point Source Low Low Low Medium Low Low Medium Bacteria Indicators Low Nonpoint/Point Source Nutrients Low Estimated size of impairment is 150 acres located in upper portion of lagoon. Nonpoint/Point Source Sedimentation/siltation Medium Nonpoint/Point Source 7 Miles 6.8 Acres 6.8 Acres 19 Miles 19 Miles 19 Miles 0.29 Acres 202 Acres 202 Acres 202 Acres Page 1 of 16 Appendix B Fact Sheets in Support of Draft Section 303(d) list of Impaired Waters 2002 Update Last updated 11/17/04 S:\WQS\303dlist\SD Staff Report-2002\2002 draft 303d list AGUA HEDIONDA CREEK Hydrologic Subarea 904.31 NEW 303(d) LISTINGS Diazinon and Total Dissolved Solids (TDS) PREVIOUS 303rd) LISTINGS None WATERSHED CHARACTERISTICS Agua Hedionda Creek is a coastal stream located in the Agua Hedionda watershed, in Northern San Diego County. It is 10.40 miles long. It is designated for the following beneficial uses: MUN, AGR, IND, REC1, REC2, WARM and WILD."* WATER QUALITY OBJECTIVES NOT ATTAINED Diazinon Water Quality Criteria compiled by the California Department of Fish and Game^ for diazinon are described below. Pesticide Water Quality Criteria (^g/L) Detection Limit C^g/L) Pesticide CA Fish and Game US EPA CA Fish and Game Diazinon 0.05^ 0.09** 0.08'' 0.05 , _ _ yw....^^, ^Criterion Maximum Concentration (CMC) TDS The Basin Plan objective for TDS is 500 mg/L. This objective is not to be exceeded more than 10% of the time during any one-year period. EVIDENCE OF IMPAIRMENT Diazinon Sampling by the City of San Diego^ at station AH-1 from November 1998 to March 2000 showed 4 out of 6 (67%) samples to exceed all of the diazinon water quality criteria. The average concentration was 0.217 \xg/L and the median concentration was 0.225 p,g/L. All non-detects were treated as 0.0 mg/L for statistical purposes. All sampling occurred in the months of November, January, March and Febmary (i.e. the rainy season). It is expected that the WARM and WILD beneficial use would be impaired if diazinon is creating an unhealthy environment for aquatic organisms. TDS City of San Diego^ sampling from November 1998 to March 2000 showed exceedance of the Basin Plan objective for more than 10% of the time during a one-year period. At station AHl from June 1998 to March 1999,4 of 4 samples (100%) exceeded the objective, with a mean of 1268.0 mg/L and a median of 1251.5 mg/L. From January 2000 to March 2000, 1 of 3 samples (33%)) exceeded the objective, with a mean of 684.3 mg/L and a median of 362.0 mg/L. One other station also demonstrated a TDS concentration to exceed the objective in June of 1998. The concentration at AHC-SA was 1372 mg/L. All non-detects were treated as 0.0 mg/L for statistical purposes. Agua Hedionda Creek HSA 904.31 B-37 Regional Board^ TDS sampling in June of 1998 also show Agua Hedionda Creek to have concentrations above the Basin Plan objective. The concentration at Sycamore Avenue was 1372 mg/L, at El Camino Real the concentration was 1716 mg/L and 1624 mg/L. TDS may consist of carbonates, bicarbonates, chlorides, sulfates, phosphates, nitrates, magnesium, sodium, iron and manganese. The most frequent constituents are usually salts (sodium, chloride, boron, etc.) Most ofthe problem can be traced to human impacts, and therefore, can be mitigated. Geologic conditions help to define the natural levels of many of these constituents. High TDS concentrations may be expected to impair the MUN beneficial use\ High concentrations of TDS are also expected to impact the AGR beneficial use directly through irrigation waters or indirectly through adverse effects on soil permeability. TDS values between 450 to 2000 mg/L are expected to have a slight to moderate restriction on use of waters for irrigation of crops . EXTENT OF IMPAIRMENT Diazinon Station AH-1 is located immediately downstream ofthe confluence of Agua Hedionda Creek and Calavera Creek, 1.3 miles upstream of Aqua Hedionda Lagoon. Since sampling occurred only at this 1 station, the extent of impairment is approximately 14 mile upstream of AH-1 down to the lagoon. This covers approximately the lower 2 miles of the creek. TDS TDS sampling occurred at station AH-1 and at one other location along the creek. The most upstream location was at Sycamore Avenue (AHC-SA), approximately 7.5 miles upstream of the lagoon. Therefore, the lower 8 miles of the stream is listed as impaired due to elevated concentrations of TDS. POTENTIAL SOURCES Diazinon Urban runoff and agricultural mnoff TDS The prevailing belief is that much of the TDS problem is anthropogenic in nature. Evaporation and natural salt sources also contribute. Other sources include urban runoff, other point sources and non-point sources. TMDL PRIORITY Diazinon Medium (Currently, there is ongoing development of a TMDL addressing the elevated levels of diazinon in Chollas Creek."*) TDS Low INFORMATION SOURCES Water Quality Objectives ' Water Quality Control Plan for the San Diego Basin (9), 1994. CaHfomia Regional Water Quality Control Board, San Diego Region. Data Sources ^ City of San Diego, 2000. 1999-2000 City of San Diego and Co-Permittee NPDES Stormwater Monitoring Program Report, URS Greiner Woodward Clyde. ^ SDRWQCB In-House Monitormg. 1998. Califomia Regional Water Quality Control Board, San Diego Region. Agua Hedionda Creek B-38 HSA 904.31 SDRWQCB, 2001. Draft Staff Report for Diazinon Total Maximum Daily Load for Chollas Creek. December, 2001 Agua Hedionda Creek B-39 HSA 904.31 Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 APPENDIX D WATER QUALITY STANDARDS Water Quality Standards Inventory Database Page 1 of8 Water Quality^ Standards Inventory Database Click on the links below to Click on the links below to view water Click on the links below to view comments and search for another quality parameters for Aqua Hedionda corrections logged or to navigate to the comments and waterbody. Lagoon. corrections input page. ^^^^^^^^ Search by. Beliefs .Bs^Hs^fl.cjaj .IJses <'<>!Tiniei:!.ls .an<lC'orre,ctioiis I-ogged ^^^^^^^^^^M^ Search .by Keyvvprd Water Qualily Obje^^ Cpmrnentsi. and.Corrections^^I^ ^^^^^^^^^^f Sfarcliby SWRCB..Re^ WalCTQuality Narrati ^1I11IH11111^^^^H> Se3rch_byXs!ii;Ms.j0.is.trict Water Ouality KUjiiicric Criteria — Search by ..County VVat^T Qua lity Bacteria Cjileria Aqua Hedionda Lagoon Water Quality Control Board Region: Click on the region number for a list of waterbodies and reported hydrologic units in that region. 9 Hydrologic Units: Click on the reported hydrologic unit for a list of waterbodies in that unit. Reported Hydi'ologic Units Published Hydrologic Units Hydrologic Units: Click on the reported hydrologic unit for a list of waterbodies in that unit. 904.31 904.31 Caltrans District: Click on the Caltrans district for a list of waterbodies and reported hydrologic units in that district. 11 Counties: Click on the reported county name for a list of waterbodies and reported hydrologic units in that county. *Plcasc nofe i,h:t!. reported and pubiisiied comities are associated svilh livdiologic tmii, noi, waterbody. Reported Counties Published Counties SANDIEGO SAN DIEGO Location Map Watershed Map Waterbody Beneficial Uses RWQCB Beneficial Use Click on the beneficial use for the beneficial use code and description. Use Status Potential or Existing Aquaculture Existing Cold Freshwater Habitat E.xisting Cpramercial and Sport Fishing Existing http:// endeavor .des .ucdavis.edu/wqsid/waterbody. asp?wb_fkey=3701 11/17/2004 Water Quality Standards Inventory Database Page 2 of 8 Estuarine Habitat Existing Industrial Service Supply | Existing | Marine Habitat E.xisting 1 Migration of Aquatic Organisms | Existing 1 Eayre^-XhreMenM or .End | Existing Water Contact Recreation | Eixisting j Non-Cont^^^^^^ | Existing 1 Shellfish Harvesting | Exi.sting j Wildlife Habitat | Existing 1 Water Quaiity Objectives VV-aterbody Reach Bcneficiai Use Consritueut Constitiieiif Concentration Constituent I'llirs Constltoetit Details Constituent Coinments ^ No WQOs Available Water Quality Narrative Constituents Constituent Name Constituent Description Biostimuiatoiy Substances Inland surtace waters, bays and estuaries and coasta! lagoon waters shall not contain biostitnulaio5-v substances in concentrations that promote aquatic growth to the extent that sucli growths cause nuisance or adversely affect beoeficiai uses. Color Waters shall be free of coloration that causes nuisance or adverseiy affects beneficial u.ses.The natural color of ilsh, sheiltlsh or other resources in inland surface waters, coastal lagoon or bay and estuarv'- shail not be impaired. DO The dissolved oxygen concentration in ocean waters shali not at any time be depressed more than 10 percent from that which occurs natiiraliy, as the result ofthe discharge of oxygen demanding waste materials. Fioaling Material Waters shall not contain tloating materia!, including solids. Uquids, foams, and scum in concentrations which cause nuisance or adversely affect beneticial uses. Oil and Grease Waters shall not contain oils, greases, waxes, or other .materials in concentrations which result in a visible fdm oi coating on the surface ofthe water or on objects in the water, or which cause nuisance or which otherwise adversely afiect beneficial uses. pH The pH value shall not be changed at any time more than 0.2 pH units from that which occurs naturally.Changcs in normal ambient pH levels shall not exceed 0.2 units in w-aters w ith designated marine (.MAR), or estuarine (EST), or saline (SAL) benefjcial uses. C^hanges in normal ambient pH levels shall not exceed 0,5 units in fresh waters with designated cold freshwater habitat (CX)LD) or warm freshwater habitat (WARM) beneficial uses. In bays and estuaries thc pH shall not be depressed below 7.0 nor raised above 9.0, in inland surface waters the pH shall not be depressed below 6.."^ nor raised above 8.5. Radioactivity Radionuclides shal! not be present in concentrations that are deleterious to human, plant, animal, or aquatic life nor that resuit in the accutnulation of radionuclides in tbe tood web to an extent that presents a hazard to hiiraan, plant, animal or aquatic life. Sediment T"he suspended sediment load and suspended sediment discharge rate of surface vvaters shall not be altered in such a rnanner as to cause nui.sance or adversely affect beneficial uses. Suspended Solids Waters shall not contain suspended and settlable solids in concentrafions of solids that cause nuisance or adversely affect beneficial uses. Toxicity All waters shal! be maintained free of toxic substances in concentrations that are toxic to, or that produce detrimental physiological responses in human, plant, animal, or aquatic life. Compliance with http ://endeavor.des .ucdavis. edu/wqsid/waterbody. asp?wb_fkey=3 701 11/17/2004 Water Quality Standards Inventory Database Page 3 of 8 this objecfive will be determined by use of indicator organisms, analyses of species diversity, population density, growth anomalies, bioassays of appropriate durafion, or other appropriate methods as specified by the Regional Board. The surv ival of aquatic life in surface waters subjected to a waste discbarge or other controllable waler quality factors, shall not be less than that for the same water body in areas unaffected by the wa,ste discharge or, when necessary, for other control waler that is consistent vvith requirements specified in US EPA. State Water Resources Controi Board. ,As a mininium, compliance with this objective as stated in the previous sentence shall be evaluated with a 96-hour acute bioassay. In addition, effluent limits based upon acute bioassays of cffiucnts will be prescribed where appropriate, additional numerical receiving water objectives for specific toxicants will be established as sufficient diita become available, and source control of toxic substances will be encouraged. Tem})eratu,re The natural receiving water tetnperature of inirastate waters shall not be altered unless it can be demonstrated to the satisfaction ofthe Regional Board that such alteration in temperature cloes not adversely affect betieficial uses. At no time or place shall the temperature ofany COLD water be increased more than 5F above the natural receiving water temperature. Taste and Odor Waters shall not contain taste or odor producing substances at concentrations which cause a nuisance or adversely affect beneficial uses. The natural taste aod odor of fish, shellfish or other Regional water resources used ibr human consumption Shall not be impaired in inland surface waters and bays and estuaries. Turbidity Waters shall be free of changes in ttjrbidity that cause nuisance or adversely affect beneficial uses. Water Quality Numeric Criteria Beneficial Use Numeric Constituent Name Numeric Constituent Detail Numeric ("oHStifuent Maxinium Numeric Cj>nstit»eut Units Numeric Constituent Comments Numeric Constituent Reference MAR Mercur>' Background sea water concentration 0.0000005 mg/L Ocean Plan MAR Mercury Daily Maximum 0.000.16 mg.-L Ocean Plan MAR. Mercurv' Instantaneous M axi nnt m 0.0004 mg./L Ocean Plan MAR Nickel 6 Month Median 0.(j05 rng/L Ocean Plan MAR Nickel Daily Maximum 0,02 rag.''L Ocean Plan MAR Nickel Instantaneous Maximum 0.05 mg/L Ocean Plan MAR Nitrobenzene 30-day Average 0.0049 mg.'L Ocean Plan MAR. N-n itrosod imethy la mine 30-day Avcrasc 0.0073 mg.T., Ocean Plan MAR N-n itrosodiphen y iami ne 30-day Average 0.0025 mg/L Ocean Plan MAR PAHs 30-day Average 0.0000088 mg./L Ocean TMan MAR PCBs 30-day .Average 0.000000019 mg/L Ocean Plan MAR Phenolic Compounds (non- chlorinated) 6 Month Median 0.03 mg/L Ocean Plan MAR Phenolic Compounds (non- chlorinated) Daily Maximum 0.12 mg./L Ocean Plan MAR. Phenolic Compounds (non- chlorinated) Instantaneous Maximura 0.3 mg/I, Ocean Plan http'.//endeavor .des .ucdavis. edu/wqsid/waterbody. asp?wb_fkey=3701 11/17/2004 Water Quality Standards Inventory Database Page 4 of 8 MAR Silver 6 Month Median 0.007 mg./L Ocean Plan MAR Silver Background sea water concentrafion 0,00016 mg/L (3ccan Plan MAR Silver Daily Maximum 0.002X mg/L Ocean l^lan MAR Silver Instantjjneous 'Miiximum 0.0007 mg/L Ocean Plan MAR TCDD equivalents 30-day Average 0.0000000000039 mg/L Ocean Plan MAR Tetrachloroethylene 30-day Average 0.099 mg/L Ocean Plan MAR Thallium 30-day Average 0.014 mg/L Ocean Plan MAR Toluene 30-day Average 85 nrg/L Ocean Plan MAR Total Chlorine Residual 6 Month Median 0.002 mg./L Ocean Plan MAR Total ("hlorine Residual Daily Maxiraum 0.008 mg/L Ocean Plan MAR Total Chlorine Residual InstiuUaneous Maximum 0,06 mg/L. Ocean Plan MAR Toxaphene 30-day .Average 0.00000021 mg./L Ocean Plan MAR Tributyltin 30-day Average 0.0000014 mg/L Ocean Plan MAR Trichloroethylene 30-day .Average 0,027 mg/L Ocean Plan MAR Vinyl Chloride 30-day .Average 0.036 mgT.. Ocean Plan MAR Zinc 6 Month Median 0.02 mg/L Ocean Plan MAR Zinc Background sea water concentration 0.008 mg/L Ocean Plan MAR Zinc Daily Maximum 0.08 rag/i.. Ocean Plan MAR Zinc Instantjmeous Miixiraum 0.2 mg/L Ocean Plan MAR LLI -Trichloroethane 30-day Average 540 mg/L Ocean Plan MAR 1.1,2,2-Tetrachioroethaie 30-day Average 1.2 mg/L Ocean Plan MAR Ll ,2-Trichloroethane 30-day Average 43 mg/L Ocean PLm MAR 1,1 -Dichloroethylene 30-day Average 7.1 mg/L Ocean Plan MAR 1.2-Dich loroediane 30-day Average 0.13 Ocean Plan MAR 1,2- Dip h eny 1 hydra zi n e 30-day Average 0.00016 mg/L Ocean Plan MAR 1,3-Dich!oropropene 30-day Average 0.0089 mg/L Ocean Plan http://endeavor.des.ucdavis.edu/wqsid/waterbody.asp?wb_fkey=3701 11/17/2004 Water Quality Standards Inventory Database Page 5 of8 MAR 1,4-Dichlorobenzenc 30-day Average 0.018 mg'L Ocean Plan MAR 2,4.6-Tric h h:)rophe no i 3(^day Average 0,00029 mg/l... Ocean Plan MAR 2,4-Dinttrophenol 30-day Average 0.004 mg/L <r>cean Plan MAR 2,4-DinitTololuene 30-day Average 0.0026 mg/L Ocean Plan MAR 3,3-Dichlorobenzidine 30-day Average 0.0000081 rng/L Ocean Plan MAR 4,6-Dinitro-2-Methylphenol 30-day .Average 0.22 mg/l. Ocean Plan MAR Acrolein 30-day Average 0,22 mg/L Ocean Pian MAR .Aciy loo itrile 30-day Average 0.0001 mg/L (3cean Plan MAR Aldrin 30-day .Average 0.000000022 mg/L Ocean Plan MAR .Antimony 30-day Average 1,2 mg/L Ocean Plan .MAR Arsenic 6 .Month Median 0,008 mg/L Ocean Plan MAR Arsenic Background sea wat er concentration 0.003 mg/L Ocean Plan MAR .Arsenic Daily Mjixununi 0 03 mg/L Ocean. Plan MAR Arsenic Ir^stantaneous Maximum 0.08 mg/L . Ocean Plan MAR Benzene 30-day Average 0.0059 mg/L {'')cean Plan MAR Benzidine 30-day Average 0.000000069 mg/L Ocean Plan MAR Beryllium 30-day Average 0.000033 ntg/L Ocean Plan MAR B i s(2 •• c h 1 oroe t h oxy) methane 30-day Average 0.0044 mg/L Ocean Plan MAR Bis«2-chioroet:hyl) ether 30-day .Average 0.000045 mg/L Ocean Plan MAR Bis(2-chloroisopropyl) ether 30-day .Average 1.2 mg/L-Ocean Plan MAR Bis(2-eihylhexyl) phthalate 30-day Average 0,0035 mg/L Ocean Plan M,AR Cadmium 6 Month Median 0.001 mg/L Ocean Plan MAR Cadmium Daily Maxitnum 0.004 mg/L Ocean Plan MAR. Cadmium Instantaneous Maximum 0.01 mg/L Ocean Plan MAR Carbon Tetrachloride 30-day Average 0.0009 mg/L Ocean Plan MAR Chlordane 30-day -Average 0.000000023 mg/Tv Ocean Plan MAR Chlorinated Phcnolics 6 Moiith 0.001 mg/L Ocean Plan http://endeavor.des.ucdavis.edu/wqsid/waterbody.asp?wb_fkey=3701 11/17/2004 Water Quality Standards Inventory Database Page 6 of 8 Median MAR Chlorinated Phenoiics Daily Mitximum 0.004 mg/L Ocean Plan MAR Chlorinated Phenoiics Ifjstantaneous Maximum 0.0 J mg/L Ocean Pian MAR Chlorobenzene 30-day Average 0.57 mg/L Ocean Plan MAR Chloroform 30-day Average 0.13 mg/L C^cean Plan MAR Chronfiu.m 30-day ,A verage 190 mg/L Ocean Plan M:AR Chromium VI 6 Month Median 0.002 mg/L Ocean Plan MAR Cihromium VI Daily Maxiraum 0.008 mg/L Ocean Plan MAR Chronfium VI instantaneous Maximum 0.02 mg/L Ocean Plan MAR Chronic Toxicity Daily Maximum 0.001 Tlic Ocean Plan MAR C/opper 6 Month Median 0.003 mg/l.-Ocean Plan .MAR Copper Background sea water concentration 0,002 mg/L Ocean Plan MAR Copper Daily Maximum 0.012 mg/L Ocean Pian MAR Copper Instantaneous Maximum 0.03 mg/L Ocean Plan MAR Cyanide 6 Month Median 0.001 mg/L Ocean Plan MAR Cyanide Daily Maximum 0.004 mg/L Ocean Plan MAR Cyanide Instantaneous Maximum 0.01 mg/L Ocean Pian MAR DDT 30-day -Average 0.00000017 mg/L Ocean Plan MAR Dichiorobenzenes 30-day Average 5.1 rag/L Ocean Plan MAR Dichloroinethanc 30-day .Average 0.45 mg/L Ocean IMan MAR Dieldrin 30-day -Average 0.00000004 n)g'L Ocean Plan MAR Diethyl phthalate 30-day Average 33 mg/L Ocean Plan MAR Dimethyl phthalate 30-day Average 820 mg/L Ocean Plan MAR D i-n-but yi ph tha hue 30-day -Average 3.5 mg/L Ocean Plan MAR Dis.solved Oxygen -.5 mg/L MAR Endosulfan 6 Mont h Median 0.000009 mg/L Ocean Plan MAR Endosulfan Daily Maximum 0.000018 mg/T Ocean Plan MAR Endosulfan Instantaneous 0.000027 mg/L Ocean Plan http://endeavor.des.ucdavis.edu/wqsid/waterbody.asp?wb_fkey=3701 11/17/2004 Water Quality Standards Inventory Database Page 7 of 8 Maximum MAR Endrin 6 Month Median 0.000002 mg/L Ocean Plan .MAR Endrin Daily Maximum 0-000004 mg.T Ocean TMan MAR Endrin Instantaneous Maximum f!.000006 mg/L Ocean Plan MAR Ethyl benzene 30-day Average 4.1 mg/L Ocean Plan MAR Fluoranlhene 30-day -Average 0.015 mg.''L Ocean Plan MAR Halontetbanes 30-day -Average 0.13 rag./L Ocean Plan MAR HCH 6 Mont h Median 0,000004 mg/L. Ocean Plan MAR HCH Daily Maximum 0,000008 mg/L Ocean Plan MAR HCH Instanumeous Maximum 0.000012 mg.T. Ocean Plan MAR Heptachlor 30-day Average 0.00000072 mg/L Ocean Plan MAR Hex ach lorobenzene 30-day -Averaae 0,00000021 mg/L. Ocean Plan MAR Hexachlorobutadiene 30-day Average 0.014 mg/L Ocean Plan MAR H ex ac h i or ocy c: 1 o pen ta d i en e 30-day Average 0.058 mg/L Ocean Plan MAR Hexachloroethane 30-d'dy -Average 0.0025 mg/L Ocean Plan MAR Lsophorone 30-day Average 150 mg/L Ocean Plan MAR Lead 6 -Month Median 0.002 mg/L. Ocean Plan MAR Lead Daily Maximum 0.008 mg/L Ocean Plan MAR Lxad Instantaneous Max imum 0.02 rag/L Ocean Plan MAR Mercurv' 6 -Vfonth Mediim 0.00004 mg/L Ocean Plan Water Quality .Ammonia Criteria Beneficial Use Constituent Name Constituent pH Constituent teniperature Constituent Time Duration Constituent Concentration Constituent Units COLD Ammonia as N ---0.025 mg/l. IND Ammonia as N ---0.025 rag/T MAR Ammonia as N ---0.6 mg/L MAR Ammonia as N --2.4 mg/L MAR Ammonia as N ---6 mg/L RARE -Ammonia as N ---0,025 mg,/L RECl .Ammonia as N ---0.025 mgj'L REC2 .Ammonia as N ---0.025 mg/L http://endeavor.des.ucdavis.edu/wqsid/waterbody.asp?wb_fkey=3701 11/17/2004 Water Quality Standards Inventory Database Page 8 of8 WILD lAmmonia as N|-0.025 |mg,/L Water Quaiity Bacteria Crit eria Beneficial Use Constituent Name Constituent Conceutration Detaiis Constituent Conceutration Constituent Units Constituent Conmients Constituent Reference RECl Fecal Coliform Log Mean-10% of Samples for 30 day 400 Count per 100ml Log mean value. Based on more than 10 percent of total samples during any 30-day period. REC I Fecal Coliform Log Mean-5 Sam.ples for 30 day 200 Count per 100 m! Log mean value. Based on a minimum of not less than live samples for any 30-day period. REC2 Fecal Coliform Average-10% of Samples for 30 day 4000 Coum per 100 ml .Average value. Based on more than 10 percent of total samples during any 30-day period. RBC2 Fecal Coliforra Average-for 30 day 2000 C/ount per too ral Average value. Based on samples for a 30-day period. SHELL Total Coliform Median-3 tube test, 10% of Samples for 30 day 330 (?ount per 100 ml Median value. Based on more than 10 percent ofthe samples collected during any 30-day period for a three-tube decimal dilution test. SHELL Total Coliform Median-5 tube test, 10% of Samples for 30 day 230 Count per 100 ml Median value. Based on more than 10 percent ofthe samples collected during any 30-day period tbr a five-tube decimal dilution test. SHEI.-L Total Coliform Median-for 30 day 70 Coum per iOOmI Median Value. Based on 30-day period. Comments Commeiits Click above to go to the Comments input page. No Comments Available © Informatio^^^ J'eedback@}ce.ucdcivis,edi{ \ Search j Notices WQSID Home http://endeavor.des.ucdavis.edu/wqsid/waterbody.asp?wb_fkey=3701 11/17/2004 Conway & Associates, Inc. Civil Engineers/Survcyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 APPENDIX E 100-YEAR RETURN EVENT PEAK FLOW COMPUTATIONS - Peak Storm Water Runoff Calculations - Onsite Tributary Basin Hydrology Map (1"=40', 17"xl 1") - Reference Materials IDD Chart ~ 100-Year Retum 100-Year, 6-Hour Storm Isopluvial Map 100-Year, 24-Hour Storm Isopluvial Map IDD Chart ~ 10-Year Retum 10-Year, 6-Hour Storm Isopluvial Map 10-Year, 24-Hour Storm Isopluvial Map Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 100-Year Retum Event Peak Flow Computations Resort View Townhomes ~ RP04-11 / CDP 04-30 11/17/04 City of Carlsbad APN 203-216-14 & 15 ON-SITE TIME OF CONCENTRATION COMPUTATIONS: PRE-DEVELOPMENT Computations based on Figure 3-4, County of San Diego Hydrology Manual, June 2003 Tc (min) 5.0 Initial basin saturation (est) 6.9 S'ly sideyard - sidewalk C 0.40 L(fi) 193 L(m) 58.8 S m/m 2.9% 0.5 Wiy gutter flow (est) ON-SITE HYDROLOGY DATA 10 YEAR EVENT tc (min) 12 min. Pe (10 YR Retum) 1.7 In. I, intensity (In/hr) 2.5 ln./hr. PRE-DEVELOPMENT CONDITION 12.4 min 100 YEAR EVENT tc (min) Pe (100 YR Retum) I, Intensity (In/hr) weighted C value: OFFSITE TRIBUTARY AREA 0.49 12 min. 2.5 in. 3.7 ln./hr. "A" SUB AREA AREA "C" Qio Q100 BASIN (SF) (ACRES) FACTOR C*A (CPS) (CFS) A1 14,744 0.34 0.40 0.14 0.34 0.51 A2 2,770 0.06 0.95 0.06 0.15 0.23 17,514 0.40 0.20 0.50 Pre-Dev (On Site) Bl 1,176 0.03 0.40 0.01 0.03 0.04 1,176 0.03 0.01 0.03 Pre-Dev (Off Site) weighted C value: 0.40 Printed 11/17/2004 Page 1 of 1 04008_hydro-1.xls Pre Dev Conway <& Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive • Suite 102 • Carlbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 100-Year Return Event Peak Flow Computations Resort View Townhomes RP04-11 / CDP 04-30 11/17/04 APN 203-216-14 & 15 City of Carlsbad ON-SITE TIME OF CONCENTRATION COMPUTATIONS: POST-DEVELOPMENT Computations based on Figure 3-3, County of San Diego Hydrology Manual, June 2003 C L(ft) k(m) S m/m Tc (min) 1 5.0 Initial basin saturation (est) 2 0.95 50 15.2 1.0% 1.1 Roof - SE corner 3 0.90 170 51.8 1.0% 2.6 S'ly sideyard - sidewalk 3 0.5 9.2 W'ly gutter flow (est) min ON-SITE HYDROLOGY DATA 10 YEAR EVENT tc (min) 9 Pe (10 YR Retum) 1.7 I, intensity (in/hr) 3.1 POST-DEVELOPMENT CONDITION mm. in. in./hr. 100 YEAR EVENT tc (min) Pe (100 YR Return) I, intensity (In/hr) SUB BASIN "A" AREA (SF) AREA (ACRES) "0" FACTOR C*A Q10 (CFS) Overall Weighted "C" Value: 9 min. 2.5 in. 4.5 in./hr. Q100 (CFS) A1 12,195 0.28 0.95 0.27 0.82 1.20 A2 1,973 0.05 0.95 0.04 0.13 0.19 A3 3,346 0.08 0.40 0.03 0.09 0.14 17,514 0.40 0.34 1.04 Post-Dev (On Site) 0.84 Printed 11/17/2004 Page 1 of 1 04008_hydro-1.xls Post Dev 20 30 Minutes 40 50 1 Duration Directions for Application: (1) From ptBclpltation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are Induded in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that It is within the range of 45% lo 65% of the 24 hr precipitation (not applicaple to Desert), (3) Plot 6 hr predpitation on the right side of the chart. (4) Draw a line Ihrough the point parallel to the plotted lines. (5) Ttiis line Is the Intensity-duration curve for the location being analyzed. Applfcatlon Form: (a) Selected frequency year (b) PR ~ 2^^^ in.. P^4 « 4^ ^ ^ %<2) (c) Adjusted P^^^^ = _2i^J" (d) tj^ = min. (e) I = in./hr. 24 Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 2.5 3 3.5 4 4.5 s' * 5.5 6 Duration I . ^, ., ^ 1 1 'i ' t 1 1 t S 2.63 3.95 5.27 6,59 7,90 922 10.54 11.86 13.17 14.49 15.81 7 2,12 3.18 4.24 5.30 6.36 7.42 8.48 9.S4 10.80 11.66 12.72 10 1.68 2.53' 3.37 4.21 5.05'5.90" 6.74 7.58 8,42 9.27 10. n 15 1.30 1 95 2.59 3 24 3,89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2,69 3.23 3.77 4.31 4.86 5.^ 5.93 6.46 25 0.93 1.40 1.87 2.^ 2.80 3 27 3.73 4.20 4.67 5.13 5.60 30 oes '1.24 1.66 2,07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 40 0.69 '103 138 1.72 2,07 2.41' 2.76 3 to 345 3.79 4.13 SO 0.60 0.90'1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 358 60 0.63 0,80' 1 06 1.33 1 .">9'l 88' 2 12 2.39 2.65 2 92 3.18 90 0.41 0.61 082 1.02 123'1.43' 1.63 1.84 204 2.25 2.45 120 034 051 068 085 1,02 1.19 t.36 1,53 1.70 1 87 2.04 150 0.29 0.44^0.59 0.73 0,88 103 1.18 1.32 1.47 1.62 1.76 100 0.26 '0.39*0.52 0,65 0.78 0.91' 1.04 t,18 1,31 1.44 1,57 240 022 0 33 0 43 0 54 0,65 0.76 0.87 0 98 1 08 1.19 1 a) 300 0.19 0,28 0 38 0.47 0 56 0 66 0.75 0 86 0,94 1.03 1.13 350 0.17 0.25'0.33 0.42 OSO 058 0.67 0.75 0.84 0.92 1.00 FIGURE intensity-Duration Design Chart - Templatd Orange County 33*15" 33'00' - 33*30' 32°45' 32'30' 32*30' County of San Diego Hydrology Manual Rainfall Isopluvials IOO Year Rainfall Event - 6 Hours Isopluvial (inches) 501 SSGIS «t Haw: .SM i>;i.-gf> C/v. tH« M»P S MWMOED vmmin WARMMTY Of »K» MNO. ertHEfl tXPMtS SS»i56o. iSojoSol^ur NOT UMTEO re. iw IMPUEO WJOT^'" 3 0 3 Miles 33*30' 32*30' i County of San Diego Hydrology Manual Rainfall Isopluvials 100 Vear Rainfall Event - 24 Hours Isopluvial (inches) SS S^GIS THIS MAP IS PnoVCEO WITHOUT WARfWfTY OF AHV KMO. BTHER OR MUPll». IN^^ BUT NOT iMineO TO. THE MHXD WARRANTIES 3 0 3 Miles 10.0 9.0 |S|^ 7.0 giiMgtgigiaqPBmiiiiiiiiBBiiiiiiiimiiiamiiiiniBMinwwuiiiiMiii 30 40 50 Minutes Duration 3 4 5 Hours Directions for Ap|dicatl<Ni: (1) From predpitafion maps detemiine 6 hr and 24 hr amounts for ttie selected frequency. These maps are induded In tfie County Hydndogy Manual (10,50, and 100 ^ maps Included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr predpitation on the right side of the chart. (4) Draw a (ine through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. ^plicatibn Form: (a) Selected frequency year (b) Pf5 - /7 in.. P.. = g ^ = %<2> 6 (c) Adjusted 9^1 {d)X^- (e)l = M3L 24 in. mm. in,^r. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 1.5 i 2 2.5 3 3.5 4 4.5 . .. ^ 5.5 6'' Duration 1 • •( •] 1 • )• ^' i• \ '\ 1 ' ••'1 1 ( 1 5 2.63 3 95 5 27 6 59 7 90 9 22 10.54 11 ^ 13.17 14.49 15.81 7 2.12 3 16 4 24 5 30 6 36 7 42 8.48 9 54 10.60 1166 12.72 10 1.68 2 53'3 37 4 21 6 05 5 90 674 7.58 842 927 10.11 15 1.30 1 95 2 59 3 24 3 89 4 54 519 584 6.49 7 13 7.78 20 1-08 1 62 2 15*2 69'3 23 3 77 4.31 4.85 539 593' 6.48 25 0.93 1 40 1 87 2 33 2 80 3 27 3 73 420 4 67 513 5.60 ^ 0.83 1 24 1 66 2 07 2 49 2 90 3 32 3 73 4 15 456 4 98 «) 0.69 1 03 1 38 1 72 2 07 2 41 276 3.10 3 45 379 4.13 SO 0.60 0 90 1 19 1 49 1 79 2 09 2,39 2^ 298 328 3.58 60 0.53 0 80 1 06 1 33 1 59 1 88 ?1? 2,39 265 2 92 3.18 90 0.41 0 61 0 82 1 02 1 23 1 43 1 63 1 84 2.04 2 25 2.45 120 0,34 0 51 0 68 0 85 1 02 1 19 1 36 1 53 1 70 1 87 2.04 ISO 0.29 044,059 0 73 0 88'103 1.18 1 32 1.47 1 62 1 76 180 026 039 0 52 0 65 0 78 0 91 1.04 1 18 1.31 1 44 1.57 240 022 033 043 054 065 076 087 0 98 1(» 1.19 1.^ 300 0.19 02d 036 047 056 066 0 75 085 0.94 f 03 1 13 Wi 0.17 0,25 0 33 0 42 0 50'058 0.67 0.75 084 0.92 • 1.00 FIGURE intensity-Duration Design Chart - Template 33^30' Sth^ 33*00' 32*45' 32*30' County of SanDiego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours Isopluvial (inches) DPW S^GIS s 3 0 «*MH»i»j»»i(<aD«MC inrw T»oi«« ftnliM U.Jl'' 3 Miles 33-3ff 33*30' •srr£ 32*30' 33*00' 32*45' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 24 Hours Isopluvial (inches) iSI SSGIS s 3 0 on wuco. Mcunna. MJT Not uuneo to. TNE iMUo wMRum^^ OF MEDCHMITiaiUIY A» FtTNCSS FW A PMnCUUW fURPOSe oHwi^emilakmifSMOAG PMwiMlan gtanil* hy Ttiww— fcrth»^ Map^* **** 3 Miles B. Parking: Number of existing spaces Number of new spaces proposed Existing/Proposed TOTAL: Number of total spaces required Number of covered spaces Number of uncovered spaces Number of standard spaces Number of compact spaces Is tandem parking existing? Is tandem parking proposed? Grade Alteration: Is any grading proposed? If yes, please complete the following: OA. is. 1. 2. 3. 4. 5. 6. Amount of cut Amount of fill Maximum height of fill slope _ Maximum height of cut slope Amount of Import or export !2AL • Yes# • Yes# _ gNo _ ^No Hves noo Aba Location of borrow or disposal site 'VliPI? • NO cu. yds. cu. yds. feet feet cu. yds. Form 15 1/01 Page 3 of 8 e IV. ENVIRONMENTAL REVIEW Submit Environmental Impact Assessment (EIA) Part I with Regular Coastal Development Permits; check with Planning Staff regarding Minor Coastal Development Permits and Single Family Regular Coastal Development Permits for any environmental review requirements. V. GENERAL APPLICATION REQUIREMENTS (For Single Fannily Regular and Minor Coastal Development Permits; Regular Coastal Development Permits covered under separate handout) A. Site Plan: Four (4) copies for a Minor Coastal Development Permit, four (4) copies for a Single Family Regular Coastal Development Permit prepared on a 24" X 36 sheet(s) folded to SVz' x 11". The site plan shall include the following information: 1. General a. Name and address of applicant, engineer and/or architect, etc. b. Location, size and use of all easements. c. Dimensions and locations of: access, both pedestrian and vehicular, showing service areas and points on Ingress and egress, off-street parking and loading areas showing location, number and typical dimension of spaces, and wheel stops. d. Distance between building and/or structures. e. Building setbacks (front, rear and sides). f. Location, height and materials of walls and fences. g. Dimensions/location of signs. h. A summary table indicating the following information (if applicable to the application): (1) Site acreage (2) Existing zone and land use (3) Proposed land use (4) Total building coverage (5) Building square footage (6) Percent landscaping (7) Number of parking spaces (8) Square footage of open/recreational space (if applicable) (9) Cubic footage of storage space (If applicable) i. Show all applicable Flre Suppression Zones as required by the City's Landscape Manual. B. Building elevations (all sides of all buildings) and floor plans: Four (4) copies for a Minor Coastal Development Permit and four (4) copies for a Single Family Regular Coastal Development Permit, prepared on 24" x 36" sheets folded to BVz" xll" size. The building and floor plans shall include the following: 1. Location and size of storage areas (if applicable) 2. All buildings, structure, walls and/or fences, signs and exterior lights. 3. Existing and proposed construction. C. Grading and Drainage: Grading and drainage plans must be included with this application. In certain areas, an engineering geology report must also be included. Please consult the City Planning and Engineering Department Form 15 1/01 Page 4 of 8 representative for a determination on any grading plan geotechnical requirements if the project is in an overlay zone. The following information shall be submitted at a minimum: 1. Approximate contours at 1' intervals for slopes less than 5%; 2' intervals for slopes between 5% and 10%; and 5' Intervals for slopes over 10% (both existing and proposed). Existing and proposed topographic contours within 100' perimeter of the boundaries of the site. Existing onsite trees; those to be removed and those to be saved. 2. Earthwork volumes; cut, fill, import and export. 3. Spot elevations at the corners of each pad. 4. Method of draining each lot. Include a typical cross section taken parallel to the frontage for lots with less than standard frontage. 5. Location, width and/or size of all watercourses and drainage facilities within and adjacent to the proposed subdivision. Show location and approximate size of any proposed detention/retention basins. 6. Clearly show and label 100 year flood line for the before and after conditions for any project which is within or adjacent to a FEMA flood plain. D. Reduced site plan: One (1) copy of 8^2" x 11". (Not required for Single Family Residence). E. Location Map: One (1) copy of 8y2" x 11" (suggested scale 200" - vicinity maps on the site plan are not acceptable). F. Colored Site Plan and Elevation Plan: (Not required with the first submittal) It is the Applicant's responsibility to bring one (1) copy of a colored site plan and one (1) copy of a colored elevation to the Planning Department bv 12:00 noon, eight (8) davs prior to the Planning Commission meeting. Do not mount exhibits. VI. REQUIRED DOCUMENTS A. Land Use Review Application Form B. Completed Coastal Development Supplemental Application Form C. Disclosure Statement D. Completed "Project Description/Explanation" Sheet E. Title Report (required for sites in Coastal Commission Appeal Area and for single family residential) Form 15 1/01 Page 5 of 8 VII. OTHER REQUIREMENTS A. Property Owners List and Address Labels NOTE: When the application is tentatively scheduled to be heard by the decision making body, the project planner will contact the applicant and advise him to submit the radius map, two (2) sets of the property owners iist and labels. The applicant shall be required to sign a statement certifying that the information provided represents the latest equalized assessment rolls from the San Diego County Assessor's Office. The project will NOT go forward until this Information Is received. 1. A typewritten list of the names and addresses of all property owners within a 600' radius of subject property (including the applicant and/or owner). The list shall include the San Diego County Assessor's parcel number from the latest assessment rolls. 2. Two (2) separate sets of mailing labels of the property owners within a 600' radius of the subject property. The list must be typed in all CAPITAL LETTERS, left justified, void of punctuation. For any address other than single family residence, an apartment, suite or building number must be included on a separate line. DO NOT include it on the street address line. DO NOT TYPE ASSESSOR'S PARCEL NUMBER ON LABELS. DO NOT provide addressed envelopes - PROVIDE LABELS ONLY. Acceptable fonts are: Swiss 721, Enterprise TM or Courier NEW (TT) no larger than 11 pt. Sample labels are as follows: UNACCEPTABLE UNACCEPTABLE ACCEPTABLE Mrs. Jane Smith Mrs. Jane Smith MRS JANE SMITH 123 Magnolia Ave., Apt #3 123 Magnolia Ave. APT 3 Carlsbad, CA 92008 Apt. #3 123 MAGNOLIA AVE Carlsbad, CA 92008 CARLSBAD CA 92008 3. 600' Radius Map: A map to scale not less than 1"=200' showing each lot within 600' of exterior boundaries of the subject property. Each of these lots shall be consecutively numbered and correspond with the property owners list. The scale of the map may be reduced to a scale acceptable to the Planning Director If the required scale Is impractical. 4. 100' Radius Occupants/Address List and Labels (for coastal zone/CDPs only): One (1) list of the occupants/addresses located within a 100' radius of the project site; and two (2) sets of labels (as described In "A" above) of the addresses within a 100' radius. B. Fees and Deposit for Publication of Notices: See Fee Schedule for amount. VIII. SPECIFIC APPLICATION REQUIREMENTS (May apply to single family, regular and minor coastal development permits) Coastal Overlay Zones require additional information to be submitted as follows: (refer to the Municipal Code for a full description): A. Coastal Agriculture Overlay Zone Form 15 1/01 Page 6 of 8 1. Refer to the Carlsbad Municipal Code Section 21.202.060 for specific requirements. B. Coastal Resource Protection Overlay Zone 1. Slope analysis/mapping for 25% and greater subject to Section 21.203.040 of the Carlsbad Municipal Code. 2. Topographic and vegetation mapping/analysis subject to Subsection 21.203.040(B)(1) of the Carlsbad Municipal Code, if project is located along the first row of lots bordering Buena Vista Lagoon including the Lagoon mouth. 3. Topographic, drainage and wetland mapping subject to Subsections 21.203.040(B)(2)(a) and (b) of the Carlsbad Municipal Code if located east of Interstate 5 in the Batiquitos Lagoon watershed. 4. Drainage study subject to Subsection 21.203.040(B)(3) of the Carlsbad Municipal Code if project Is located west of existing Paseo del Norte, west of Interstate 5 or along El Camino Real immediately upstream of existing storm drains. 5. Geologic report addressing landslides and slope stability subject to Subsection 21.203.040(B)(4) of the Carlsbad Municipal Code. 6. Geologic report addressing land slides and seismic hazards subject to Subsection 21.203.040(C) and (D) of the Carlsbad Municipal Code. C. Coastal Shoreline Development Overlay Zone 1. Geotechnical report subject to 21.204.110 If project Is located adjacent to an existing seabluff edge between the sea and the first public road parallel to the sea; also may be required by Planning Director if deemed necessary consistent with Section 21.204.110 of the Carlsbad Municipal Code. 2. Show all structures and decks on adjacent north and south properties to perform "strlngline" test subject to Subsection 21.204.050(B) of the Carlsbad Municipal Code. 3. Unless otherwise submitted project in this zone must also be submitted with plans showing: a. Boundaries and topography b. Existing and proposed structures c. Circulation d. Drainage e. Finished topography f. Landscaping D. Coastal Resource Overlay Zone Mello I LCP Segment 1. Erosion, sedimentation and drainage report subject to Section 21.205.060 of the Carlsbad Municipal Code if project is located In the Batiquitos Lagoon watershed. Form 15 1/01 Page 7 of 8 IX. REQUIRED COASTAL PERMIT FINDINGS Approval of a regular or minor coastal development permit is based on the ability to make three coastal related findings. These three findings are presented below for your review and information. 1. That the proposed development is in conformance with the Certified Local Coastal Program and all applicable policies. 2. That the development is in conformity with the public access and public recreation policies of Chapter 3 of the Coastal Act. 3. That the development conforms with any applicable decision pertinent to this proposal and/or site as set by the Coastal Commission on a previously related appeals decision per Public Resources Code §30604(c). Form 15 1/01 Page 8 of 8 CITY OF CARLSBAD ENGINEERING DEPARTMENT PROJECT REVIEW November 9, 2005 TO: Cliff Jones - Assistant Planner - Housing and Redevelopment Department FROM: <^ David Rick - Assistant Engineer - Development Services Division VIA: Deputy City Engineer - Development Services Division RP 04-11/CT 05-03/CDP 04-30 LINCOLN AND OAK MIXED USE PROJECT PROJECT REPORT AND CONDITIONS TRANSMITTAL Engineering Department staff has completed the review of the above-referenced project and are recommending: X That the project be approved subject to the conditions as listed on the attached sheet. That the project be denied for the following reasons: X The following is a final Land Development Section project report for inclusion in the staff report for this project. DEVELOPMENT SERVICES DIVISION Proiect Report LOCATION: Southeast corner of Lincoln Street and Oak Avenue BRIEF DESCRIPTION: A 6 airspace residential condominium and 1 retail commercial condominium unit on a 0.40 acre parcel. ENGINEERING ISSUES AND DISCUSSION: TRAFFIC AND CIRCULATION: Projected Average Daily Traffic (ADT): 128 A Traffic study was not required because of the insignificant traffic projected. Comment: All frontage and project related roadways exist and are conditioned to be improved as needed with development ofthis project. SEWER: Sewer District: Carlsbad Municipal Water District Sewer EDU's Required: (1)edu/dwellingx 6 dwellings = 6 EDU's One 1,964 square foot retail /1800 = 1.10 EDU's TOTAL = 7.10 EDU's Comment: Sewer facilities exist in Lincoln Street and Oak Avenue. The developer will connect into the Lincoln Street main with one 6-inch lateral serving Units 1, 2, 3 and 4. One 6 inch lateral connecting to the Oak Street main will service Unit 5 and 6. A separate 6" sewer lateral to Oak Avenue will be installed for the retail building. All onsite sewer lines will be privately maintained. WATER: Water District: Carlsbad Municipal Water District GPD Required: 250 gpd/edu x 7.10 edu's = 1,775 GPD Comment: No major water issues are associated with this proposed project. Separate service lines and meters are provided from each unit. SOILS & GRADING: Quantities: Cut: 1,325 cy Fill:0 cy Export: 1,325 cy Import: 0 cy Permit required: Yes Off-site approval required: No Hillside grading requirements met: N/A Preliminary geo-technical investigation performed by: GeoSoils, Inc. Comment: There are no major grading issues associated with this project. DRAINAGE AND EROSION CONTROL: Drainage basin: A Preliminary hydrology study performed by: Conway and Associates, Inc. Erosion Potential: Low Comment: There are no major drainage issues associated with this project. Given the minor increase of 0.76 CFS of storm water runoff caused by the development, the existing public storm drain system has the capacity to accept this additional runoff. LAND TITLE: Conflicts with existing easement: None Easement dedication required: No Site boundary coincides with land title: Yes Comment: No major land title issues are associated with this project. IMPROVEMENTS: Off-site improvements: Standard curb, gutter and sidewalk exists on Lincoln Street. Curb, gutter, sidewalk and half street improvements will be installed on Oak Avenue, a street designated for compatible street improvements. Overhead utilizes fronting the project will be located underground. Standard variance required: no. Comment: No major improvement issues are associated with this proposed project. ENGINEERING CONDITIONS NOTE: Unless specifically stated in the condition, all of the following conditions, upon the approval of this proposed tentative map, must be met prior to approval of a final map, building or grading permit whichever occurs first. General 1. Prior to hauling dirt or construction materials to or from any proposed construction site within this project, Developer shall apply for and obtain approval from, the City Engineer for the proposed haul route. 2. Developer shall provide to the City Engineer, an acceptable means, CC&Rs and/or other recorded document, for maintaining the private easements within the subdivision and all the private improvements: streets, sidewalks, street lights, and storm drain facilities located therein and to distribute the costs of such maintenance in an equitable manner among the owners of the properties within the subdivision. 3. Prior to occupancy, Developer shall install rain gutters to convey roof drainage to an approved drainage course or street to the satisfaction of the City Engineer. 4. Developer shall install sight distance corridors at all street intersections in accordance with Engineering Standards. 5. Developer shall install sight distance corridors (see below for types) at all street intersections in accordance with Engineering Standards and shall record the following statement on the Final Map (and in the CC&R's). "No structure, fence, wall, tree, shrub, sign, or other object over 30 inches above the street level may be placed or permitted to encroach within the area identified as a sight distance corridor in accordance with City Standard Public Street-Design Criteria, Section S.B. The underlying property owner shall maintain this condition." The limits of these sight distance corridors shall be reflected on any improvement, grading, or landscape plan prepared in association with this development. Fees/Aereements 6. Developer shall cause property owner to execute, record and submit a recorded copy to the City Engineer, a deed restriction on the property which relates to the proposed cross lot drainage as shown on the tentative map. The deed restriction document shall be in a form acceptable to the City Engineer and shall: A. Clearly delineate the limits of the drainage course; B. State that the drainage course is to be maintained in perpetuity by the underlying property owner; and C. State that all future use of the property along the drainage course will not restrict, impede, divert or otherwise alter drainage flows in a manner that will result in damage to the underlying and adjacent properties or the creation of a public nuisance. 7. Prior to approval of any grading or building permits for this project. Developer shall cause Owner to give written consent to the City Engineer to the annexation of the area shown within the boundaries of the subdivision into the existing City of Carlsbad Street Lighting and Landscaping District No. 1 and/or to the formation or annexation into an additional Street Lighting and Landscaping District. Said written consent shall be on a form provided by the City Engineer. Grading 8. Based upon a review of the proposed grading and the grading quantities shown on the tentative map, a grading permit for this project is required. Developer shall apply for and obtain a grading permit from the City Engineer prior to issuance of a building permit for the project. Dedications/Improvements 9. Developer shall execute and record a City standard Subdivision Improvement Agreement to install and secure with appropriate security as provided by law, public improvements shown on the tentative map and the following improvements including, but not limited to paving, base, cross gutter, signing & striping, sidewalk, curb and gutter, grading, clearing and grubbing, undergrounding or relocation of utilities, sewer lateral, water service, relocation of fire hydrant, and installation of street lights, to City Standards to the satisfaction of the City Engineer. The improvements are: a) Half street improvements to Oa/c Avenue along the property frontage. b) Replacement ofpavement on a portion of Lincoln Street c) Installation of water services and sewer laterals, d) Relocation of an existing fire hydrant at the corner of Lincoln Street and Oalc Avenue. e) Installation of pedestrian ramps. f) Underground overhead utilities. A list of the above shall be placed on an additional map sheet on the Final Map per the provisions of Sections 66434.2 of the Subdivision Map Act. Improvements listed above shall be constructed 4 within 18 months of approval of the subdivision or development improvement agreement or such other time as provided in said agreement. 10. The proposed public sidewalk located between the proposed driveway on Oak Avenue and the easterly property line shall be revised to be noncontiguous with the curb. Said revision shall be reflected on the tentative map mylar, landscape plans, grading plans and improvement plans. 11. Prior to removal of any trees within the public right-of-way, the developer shall receive permission to remove said trees from the General Services Division of the Public Works Department. 12. Prior to issuance of building permits. Developer shall underground all existing overhead utilities along the subdivision boundary. 13. Developer shall comply with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. Developer shall provide improvements constructed pursuant to best management practices as referenced in the "Califomia Storm Water Best Management Practices Handbook" to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be submitted to and subject to the approval of the City Engineer. Said plans shall include but not be limited to notifying prospective owners and tenants of the following: A. All owners and tenants shall coordinate efforts to establish or work with established disposal programs to remove and properly dispose of toxic and hazardous waste products. B. Toxic chemicals or hydrocarbon compounds such as gasoline, motor oil, antifreeze, solvents, paints, paint thinners, wood preservatives, and other such fluids shall not be discharged into any street, public or private, or into storm drain or storm water conveyance systems. Use and disposal of pesticides, fimgicides, herbicides, insecticides, fertilizers and other such chemical treatments shall meet Federal, State, County and City requirements as prescribed in their respective containers. C. Best Management Practices shall be used to eliminate or reduce surface pollutants when planning any changes to the landscaping and surface improvements. 14. Prior to the issuance of grading permit or building permit, whichever occurs first. Developer shall submit for City approval a "Storm Water Management Plan (SWMP)." The SWMP shall demonstrate compliance with the City of Carlsbad Standard Urban Stormwater Mitigation Plan (SUSMP), Order 2001-01 issued by the San Diego Region of the California Regional Water Quality Control Board and City of Carlsbad Municipal Code. The SWMP shall address measures to avoid contact or filter said pollutants from storm water, to the maximum extent practicable, for the post-construction stage of the project. At a minimum, the SWMP shall: a. identify existing and post-development on-site pollutants-of-concern; b. identify the hydrologic unit this project contributes to and impaired water bodies that could be impacted by this project; c. recommend source controls and treatment controls that will be implemented with this project to avoid contact br filter said pollutants from storm water to the maximum extent practicable before discharging to City right-of-way; d. establish specific procedures for handling spills and routine clean up. Special considerations and effort shall be applied to resident and employee education on the proper procedures for handling clean up and disposal of pollutants; * e. ensure long-term maintenance of all post construct BMPs in perpetuity; and f. identify how post-development runoff rates and velocities from the site will not exceed the pre-development runoff rates and velocities to the maximum extent practicable. 15. Prior to occupancy. Developer shall install sidewalks along all public streets abutting the subdivision in conformance with City of Carlsbad Standards. 16. Prior to occupancy, Developer shall install wheelchair ramps at the public street comers abutting the subdivision in conformance with City of Carlsbad Standards. Final Map Notes 17. Developer shall show on Final Map the net developable acres for each parcel. 18. Note(s) to the following effect(s) shall be placed on the map as non-mapping data: A. All improvements are privately owned and are to be privately maintained with the exception of the following: 1. Halfstreet improvements to Oak Avenue within the public right-of-way. 2. Replacement ofpavement on a portion of Lincoln Street 3. Portions of water services and sewer laterals within the pubic right-of-way. 4. The fire hydrant at the corner of Lincoln Street and Oalc A venue. 5. Pedestrian ramps at the street corner. B. Building permits will not be issued for development of the subject property unless the appropriate agency determines that sewer and water facilities are available. C. No stmcture, fence, wall, tree, shmb, sign, or other object over 30 inches above the street level may be placed or permitted to encroach within the area identified as sight distance corridors. Special Conditions 19. The Average Daily Trips (ADT) and floor area contained in the staff report and shown on the tentative map are for planning purposes only. Developer shall pay traffic impact and sewer impact fees based on Section 18.42 and Section 13.10 of the City of Carlsbad Municipal Code, respectively. Carlsbad Municipal Water District 20. Prior to approval of improvement plans or final map. Developer shall meet with the Fire Marshal to determine if fire protection measures (fire flows, fire hydrant locations, building sprinklers) are required to serve the project. Fire hydrants, if proposed, shall be considered public improvements and shall be served by public water mains to the satisfaction of the District Engineer. 21. Prior to issuance of building permits. Developer shall pay all fees, deposits, and charges for connection to public facilities. Developer shall pay the San Diego County Water Authority capacity charge(s) prior to issuance of Building Permits. 22. The Developer shall install potable water services and meters at a location approved by the District Engineer. The locations of said services shall be reflected on public improvement plans. 23. The Developer shall install sewer laterals and clean-outs at a location approved by the District Engineer. The locations of sewer laterals shall be reflected on public improvement plans. 24. The Developer shall design and constmct public water, sewer, and recycled water facilities substantially as shown on the tentative map to the satisfaction of the District Engineer. Proposed 6 public facilities shall be reflected on public improvement plans. 25. The Developer shall provide separate potable water meters for each separately owned unit. Code Reminder The project is subject to all applicable provisions of local ordinances, including but not limited to the following: A. The tentative map shall expire twenty-four (24) months from the date this tentative map approval becomes final. B. Developer shall exercise special care during the construction 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 ofthe City Engineer. CITY OF CARLSBAD ENGINEERING DEPARTMENT DEVELOPMENT SERVICES June 23,2005 TO: Cliff Jones - Assistant Planner FROM: David Rick - Assistant Engineer 4™ ISSUES REVIEW PROJECT ID: CT 05-03/RP 04-11/CDP 04-30 LINCOLN AND OAK MIXED USE PROJECT The Engineering Department has completed its review of the above referenced project for compliance with the previously determined issues. The project still has issues that must be addressed. The following is a list of these issues: 1. All trees removed within the public right-of-way require separate approval through the General Services Division of the Public Works Department. Since a tree and a shrub/tree that is in the right-of-way are identified for removal, contact the General Services Division to begin the permit process. Provide evidence that this process has either begun or is completed. Although your previous responsR iRttfir indinatfid that a copy of the application was sent with your last submittal, I did not rfinfiivfi a copy 2. Adjust the triangular site distance at the street intersection on sheet 4 of the Engineering plans and Sheet 2 of the landscape plans. The hypotenuse of the triangle shall connect at points along the street curb 25 feet from the beginning of curb return in each direction away from the intersection of Oak Street and Lincoln Avenue. The triangular area is still not properly measured from the BCR. 3. Correct the name of the Civil Engineer listed on Sheet Cl .0. According to the tentative map, Conway and Associates, not La Costa Engineering, is the Civil Engineering firm. 4. Please provide a separate sheet to the tentative map which shows, at minimum, the westerly portion of the future development of the northeasterly abutting lot. Copies of the approved plans (CT 04-18 Ocean Mist Condominiums) are on file at the City for your viewing. Include any adjusted grades. Grading and improvement plans are currently under City review and processes. 5. Staff recently realized that there is a conflict between the CT 04-18 Ocean Mist Condominium project and the subject development. The sidewalk for CT 04-18 Ocean Mist Condominiums is approved noncontiguous with the curb. The Lincoln and Oak Mixed Use project has sidewalk contiguous with the curb on Oak Avenue. The Lincoln and Oak Mixed Use project sidewalk will need to be redesign to be noncontiguous with the curb. Considering that staff has already had you redesign the sidewalk from noncontiguous to contiguous, if redesign at this time is to burdensome we can accept the design as currently shown and condition the project that the redesign be shown in H:\LIBRARY\ENG\WPDATA\MISC\COMPREV the final Improvement plans and the approved tentative map mylar. Regardless, do revise, as necessary, the top of curb and flow line elevation at the easterly curb and gutter terminus to match the approved elevations for the Ocean Mist Condominium Project. If you or the applicant has any questions regarding the above, please either see or call me at extension 2781. David Rick Assistant Engineer - Engineering Development Services Division H:\LIBRARY\ENG\WPDATA\MISC\COMPREV CITY OF CARLSBAD ENGINEERING DEPARTMENT DEVELOPMENT SERVICES March 19, 2005 TO: Cliff Jones - Assistant Planner FROM: David Rick - Assistant Engineer ISSUES REVIEW PROJECT ID: RP 04-11/CT 05-03/CDP 04-30 LINCOLN & OAK MIXED USE The Engineering Department has completed its review of the above referenced project for compliance with the previously determined issues. The project still has issues that must be addressed. The following is a list of these issues: 1. All trees removed within the public right-of-way require separate approval through the General Services Division of the Public Works Department. Since a tree and a shrub/tree that is in the right-of-way are identified for removal, contact the General Services Division to begin the permit process. Provide evidence that this process has either begun or is completed. 2. Add CT 05-03 in the upper right hand corner of the map. 3. Connecting the trash room to the sanitary sewer is permissible with a trap primer. However, do not connect the drain within the parking lot to the sanitary sewer. Engineering staff has evaluated the codes that were sited in the previous letter and determined that Section 15.12.055 does not preclude the discharge of runoff to the public storm drain system. Because Encinas Wastewater has informed us not to accept such connections and the City prefers to treat runoff pollutants prior to entrance to the public storm drain system just as an exposed parking lot, redirect connection to the storm drain as originally requested by staff. Show said connection and incorporate structural BMP to treat runoff within the parking lot. As currently proposed, the oil water separator is an acceptable means of treatment. Revise note 10 on sheet 1 of the tentative map and revise "Parking area runoff on page 4 of 5 of the preliminary Storm Water Management Plan (SWMP) accordingly. Also, on sheet AS1.0 align the No. 5 leader note with the trench drain. 4. Locate the trash bins in a location accessible for pick-up. Trash trucks will not be able to enter the covered parking. Suggest placing near either driveway entrance. 5. Adjust the triangular site distance at the street intersection on sheet 4 of the Engineering plans and Sheet 2 of the landscape plans. The hypotenuse of the triangle shall connect at points along the street curb 25 feet from the beginning of curb return in each direction away from the intersection of Oak Street and Lincoln Avenue. H;\LIBRARY\ENG\WPDATA\MISC\COMPREV 6. On the street cross sections on sheet 4 of the offsite improvements, where base material should be or appears to be a note states that It is AC. Please review and correct as necessary. 7. Add a note to the plan that clearly designates all onsite sewer as private and privately maintained. 8. Will a fence be proposed on top of the perimeter retaining wall? If so, show on cross sections A-A and B-B and indicate height. Also, per these cross sections, it appears that the drainpipes will be placed in an open trench. Is this correct? Trench should be filled. 9. On sheet 2 of the engineer's plans, correct the storm drain rim elevation for Delta 11. The plan reads 49.40 but the table reads 49.50. 10. Specify the pipe diameter of the new water service lines and sewer. The water should be 1 inch each and the sewer 6 inch. 11. Under heading number 4 of the sheet index, change upper floor to ground level. 12. On sheet 1 of the tentative map, change EDU's under "Projected Sewer Use" from 2 existing EDU's to 1.55 EDU's. 13. Add a legend to the plans. 14. One of the Storm Water Management Plan's cover sheets states that the project consists of 15 units and does not site CT 05-03. I removed the same sheet found after the appendices in the other report. Please make sure any future revised reports are corrected accordingly. If you or the applicant has any questions regarding the above, please either see or call me at extension 2781. David'^Rick Assistant Engineer - Engineering Development Services Division C: Mike Peterson, Building Department H:\LIBRARY\ENG\WPDATA\MISC\COMPREV CITY OF CARLSBAD ENGINEERING DEPARTMENT DEVELOPMENT SERVICES December 9, 2004 TO: Cliff Jones - Assistant Planner, H&R Dept. FROM: David Rick - Assistant Engineer, PW Engineering Dept. ISSUES REVIEW PROJECT ID: RP 04-11 LINCOLN AND OAK MIXED USE PROJECT The Engineering Department has completed its review of the above referenced project for compliance with the previously determined issues. The project still has issues that must be addressed. The following is a list of these issues: 1 Add the following note to the plans: "This is a tentative tract map of a condominium project as defined in Section 1350 of the Civil Code of the State of California. The project contains a maximum of 6 airspace residential condominium units and 1 commercial retail unit". 2 Apply for a tentative tract map and add the assigned CT number within the upper right hand corner of the map. 3. All trees removed within the public right-of-way require separate approval through the General Services Division of the Public Works Department. Since a tree and a shrub/tree that is in the right-of-way are identified for removal, contact the General Services Division to begin the permit process. 4. On the landscape plan, remove all trees and shrubs over 30 inches in height from the public right-of-way. 5. What is the reason for the proposed 5 feet of fill between the garages and southerly property line? Provide justification for the proposed fill. Can the amount of fill be reduced? Contact the neighboring property owner to the southeast and inform them of your plans to raise the grade and add a retaining wall. It would be beneficial to receive their input early in the process. It appears that the fill is proposed to provide the landing for the split-level stairs but other designs need to be explored. Also, the response letter from Karnak Planning and Design dated November 16 states under Engineering Item 3 that the engineer responded (with justification?) to the above but I was not able to find his response. Revise the grading quantities on the tentative tract map to include this fill. Grading quantities between the tentative map and sheet Cl .0 are inconsistent. 6. Do not connect the trash receptacle room to the sanitary sewer. Why are drains needed in the storage and utility room? What will be stored here? Also, how deep is the proposed sewer lateral behind Units 2, 3 and 4. Future access needs to be considered. H:\LIBRARY\ENG\WPDATA\MISC\COMPREV Excavation could be difficult if the pipes are deeper than the garage floor due to the close proximity to the condos and retaining wall. Specify that the sewer lines are private and are to be privately maintained up to the right-of-way boundary. Will the sewer located within the westerly driveway be abandoned? 7. Place all water meters in the public right-of-way. Locate all check valves on private property. Keep all water laterals 5 horizontal feet from sewer laterals. Less than a 5-foot separation is proposed at the northern corner of the lot. Provide a legend to identify the various water facility symbols used. 8. Connect the inlet with oil/water separator to the storm drain rather than the sewer. Plot the drain connection. Revise note 10 on sheet 1 of the tentative map and revise "Parking area runoff" on page 4 of 5 of the preliminary Storm Water Management Plan (SWMP) accordingly. Also, on sheet AS1.0 align the No. 5 leader note with the trench drain. 9. Locate the trash bins in a location accessible for pick-up. Trash trucks will not be able to enter the covered parking. Suggest placing near either driveway entrance. 10. Remove the triangular site distance lines from the driveways. The triangular site distance only applies to the street intersection. 11. Correct the Assessors Parcel Number on page 1 of the SWMP. Also, include heavy metals as a potential pollutant and describe BMP mitigation for said heavy metals. 12. Design the driveway entrances to SDRSD G-14(A) which includes sidewalk transitions around the dip in the driveway. 13. Under "Project Data - projected water use" the average potable water use states 1,660 GPD and 1,562 GPD. Which is it? 14. Add Street Vacation note and information on Sheet 3 "Existing conditions". Vacation is per CC Resolution No. 2003-043 Instrument No. 210328, recorded 2/25/03. 15. Street base must extend 6 inches beyond the curb and gutter (See City Standard GS-1). Plot accordingly on Sheet 4, Proposed Offsite Improvements and Sheet Cl .0. If you or the applicant has any questions regarding the above, please either see or call me at extension 2781. David Rick Assistant Engineer - Engineering Development Services Division H:\LIBRARY\ENG\WPDATA\MISC\COMPREV MEMORANDUM November 24, 2004 TO: ASSISTANT PLANNER - CLIFF JONES - REDEVELOPEMENT FROM: SENIOR PLANNER - VAN LYNCH RE: RP 04-11/CDP 04-30 - LINCOLN & OAK MIXED USE Cliff: Please verify that an application for a tract map (and Condo Permit if needed (RP cover CP?)) has been made and have the application numbers put on the plans. Planning comments are regarding the height of, and the need for, the retaining wall along the southerly property line. The combination wall/fence should not exceed a height of six feet. I think the entries of the units could be brought out closer to the property line, thus reducing the heights of the walkways and reducing the height of the retaining wall. Please correct typo in General Notes, Item 12, on the cover sheet (C 1.0). Project is CEQA exempt. Class 15303(b), six units in an urbanized area. An exemption will be filed once the project is approved. Please give me a call if you have any questions regarding the above. Van Lynch PRELIMINARY GEOTECHNICAL EVALUATION 3112 LINCOLN STREET CITY OF CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA FOR MR. RUSSELL BENNETT c/o KARNAK ARCHITECTURE AND PLANNING 2802 STATE STREET, SUITE C CARLSBAD, CALIFORNIA 92008 W.O. 4147-A-SC JANUARY 12, 2004 Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915 January 14, 2004 W.O. 4147-A-SC Mr. Russell Bennett c/o Karnak Architecture and Planning 2802 State Street, Suite C Carlsbad, California 92008 Attention: Mr. Robert Richardson Subject: Preliminary Geotechnical Evaluation, 3112 Lincoln Street, Carlsbad, San Diego County, California Dear Mr. Richardson: In accordance with your request, GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation ofthe subject site. The purpose ofthe study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint. EXECUTIVE SUMMARY Based on our review of the available data (see Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, commercial/residential development of the property appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: • The proposed development will consist of a three-story mixed use (commercial/apartments with parking and commercial on the ground floor) structure, as well as underground utility improvements and driveways. • Removals of all existing fill and/or backfill (utilities), topsoil/colluvium, and the upper 1 to 2 feet of weathered terrace deposits are recommended. Removal depths are anticipated to be on the order of 3 to 4 feet in areas proposed for settlement-sensitive improvements. The expansion potential of tested onsite soils is very low. Conventional foundations may be utilized for these soil conditions. At the time of this report, corrosion testing results had not been received from the lab for the subject site. An addendum report presenting those results will be provided when lab testing Is complete. In general, and based upon the available data to date, groundwater is not expected to be a major factor in development ofthe site; however, perched water may occur during construction and/or after site development, and should be anticipated. Our evaluation indicates that the site has a very low potential for liquefaction. Therefore, no recommendations for mitigation are deemed necessary. Our evaluation indicates there are no known active faults crossing the site. The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. Adverse geologic features that would preclude project feasibility were not encountered. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. Mr. Russell Bennett W.O. 4147-A-SC File:e:\wp9\4l00\4l47a.pge Page Two GeoSoilSy Ine, The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact the undersigned. Respectfully submitted, /^<^&§DG^^ GeoSoils, Inc. Donna Gooley Project Geologist, RG 757 Reviewed by: I J John P. Franklin (/ Engineering Geologist DG/JPF/DWS/jk/jh Distribution: (3) Addressee (1) Mr. Russell Bennett David W. Skelly Civil Engineer, RCE 47857 Mr. Russell Bennett File:e:\wp9\4100\4147a.pge W.O. 4147-A-SC Page Three GeoSoils, Inc. TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE CONDITIONS/PROPOSED DEVELOPMENT 1 SITE EXPLORATION 1 REGIONAL GEOLOGY 4 SITE GEOLOGIC UNITS 4 Topsoil/Colluvium 4 Quaternary-Age Terrace Deposits 4 FAULTING AND REGIONAL SEISMICITY 5 Faulting 5 Seismicity 5 Seismic Shaking Parameters 7 Seismic Hazards 8 GROUNDWATER 8 LABORATORY TESTING 9 General 9 Classification 9 Moisture-Density Relations 9 Laboratory Standard 9 Expansion Potential 9 Direct Shear Test 10 Corrosion/Sulfate Testing 10 CONCLUSIONS 10 EARTHWORK CONSTRUCTION RECOMMENDATIONS 10 General 10 Site Preparation 11 Removals (Unsuitable Surficial Materials) 11 Fill Placement 11 Transitions/Overexcavation 12 RECOMMENDATIONS - FOUNDATIONS 12 Preliminary Foundation Design 12 Design 12 Foundation Settlement 13 Footing Setbacks 13 Construction 13 Very Low Expansion Potential (E.I. 0 to 20) 13 GeoSoils, Inc. UTILITIES 14 WALL DESIGN PARAMETERS 15 Conventional Retaining Walls 15 Restrained Walls 15 Cantilevered Walls 15 Retaining Wall Backfill and Drainage 16 Wall/Retaining Wall Footing Transitions 16 DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS 20 DEVELOPMENT CRITERIA 22 Drainage 22 Erosion Control 22 Landscape Maintenance 22 Gutters and Downspouts 23 Subsurface and Surface Water 23 Site Improvements 23 Tile Flooring 24 Additional Grading 24 Footing Trench Excavation 24 Trenching 24 Utility Trench Backfill 24 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING 25 OTHER DESIGN PROFESSIONALS/CONSULTANTS 26 PLAN REVIEW 26 LIMITATIONS 26 Mr. Russell Bennett Table of Contents File:e:\wp9\4100\4147a.pge Page ii GeoSoils, Inc. FIGURES: Figure 1 - Site Location Map 2 Figure 2 - Boring Location Map 3 Figure 3 - California Fault Map 6 Detail 1 - Typical Retaining Wall backfill and Drainage Detail 17 Detail 2 - Retaining Wall Backfill and Subdrain detail Geotextile Drain 18 Detail 3- Retaining Wall and Subdrain Detail Clean Sand Backfill 19 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - Boring Logs Rear of Text Appendix C - Seismics Rear of Text Appendix D - General Earthwork and Grading Guidelines Rear of Text Mr. Russell Bennett Table of Contents File:e:\wp9\4100\4147a.pge Page iii GeoSoils, Inc. PRELII\/IINARY GEOTECHNICAL EVALUATION 3112 UNCOLN STREET CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available geologic literature for the site (see Appendix A). 2. Geologic site reconnaissance, subsurface exploration, sampling and mapping. 3. Appropriate laboratory testing of representative soil samples. 4. General areal seismicity evaluation. 5. Engineering and geologic analysis of data collected. 6. Preparation of this report and accompaniments. SITE CONDITIONS/PROPOSED DEVELOPMENT The property consists of a rectangular, relatively flat property, located at the southeast corner ofthe intersection of Oak Avenue and Lincoln Street, in the City of Carlsbad, San Diego County, California (see Figure 1, Site Location Map). A single-family residence occupies the property. The project area is located approximately 50 feet above Mean Sea Level (MSL). Site development is anticipated to consist of preparing the property for the construction of a three-story mixed use (commercial/apartments with parking and commercial on the ground floor) structure, as well as underground utility improvements and associated driveways. Building loads are assumed to be typical for this type of relatively light construction. It is anticipated that sewage disposal will be tied into the regional municipal system. The need for import soils is unknown. SITE EXPLORATION Surface observations and subsurface exploration were performed on December 27,2003, by a representative of this office. A survey of line and grade for the subject site was not conducted by this firm at the time of our site reconnaissance. Near-surface soil conditions were explored with three hand-auger borings to evaluate near-surface soil and geologic conditions. The approximate location of each boring is shown on the Boring Location Map (see Figure 2). Boring Logs are presented in Appendix B. GeoSoils, Inc. 3-D TopoQuads Copyrislit © 1999 DcLormc Yarmouth, M£ 040% GARLSBAD o Base Map: San Luis Rey Quadranale, California—San Diego Co., 7.5 Minute Series (Topographic), 1968 (photo revised 1975), by USGS, 1"=2000' Base Map: The Thomas Guide, San Diego County Street Guide and Directory, 2002 Edition, by Thomas Bros. Maps, page If06, T=1/2 mile R«produc«d with permissiongrantad by Thomas Broa. Maps. Thia map ia oopyrightad by Thomaa Broa. Mapa. It ia unlawful to eopy or raproduca all or any part tharaof, whathar for personal uaa or rasala, without parmiasion. All righta reserved. N W.O. 4147-A-SC SITE LOCATION MAP Figure 1 0 0) > < (0 O X Lincoln street LEGEND 9 B-3 Approximate location of exploratory hand auger boring RIVERSIDE CO. ORANGE CO. SAN DIEGO CO. BORING LOCATION MAP Figure 2 W.O. 4147-A-SC DATE 1/04 SCALE Sci cale REGIONAL GEOLOGY The subject property is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It Is characterized by steep, elongated mountain ranges and valleys that trend northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic rocks of the southern California batholith. In the San Diego County region, deposition occurred during the Cretaceous Period ofthe Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin ofthe basin. These rocks have been uplifted, eroded and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to late Pleistocene time, this plain was uplifted, eroded and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. SITE GEOLOGIC UNITS The site geologic units encountered during our subsurface investigation and site reconnaissance included topsoil/colluvium and terrace deposits. The earth materials are generally described below, from the youngest to the oldest. Topsoil/Colluvlum Topsoil/colluvium, consisting of dark brown, moist, loose silty sand, approximately y2to 1 foot thick, was observed mantling the site. These soils are considered potentially compressible in their existing state and will require removal during any future grading within the site, if settlement-sensitive improvements are proposed in those areas. The earth materials can be reused as compacted fill, provided deleterious material has been removed. Quaternary-Age Terrace Deposits Terrace deposits were observed to underlie the site and consist generally of massive, medium dense to dense, with depth, silty sands. These deposits are generally red brown in color, and moist. The upper two to three feet of these materials are generally weathered and considered unsuitable for structural support in their present condition and should be removed and recompacted, should settlement-sensitive improvements be proposed within their influence. Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 4 GeoSoils, Inc. FAULTING AND REGIONAL SEISMICITY Faulting The site is situated in a region of active as well as potentially-active faults. Our review indicates that there are no known active faults crossing the site within the areas proposed for development (Jennings, 1994), and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997). There are a number of faults in the southern California area that are considered active and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake (Figure 3). These faults include-but are not limited to-the San Andreas fault, the San Jacinto fault, the Elsinore fault, the Coronado Bank fault zone, and the Newport-Inglewood - Rose Canyon fault zone. The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole. The following table lists the major faults and fault zones in southern California that could have a significant effect on the site should they experience significant activity. ABBREVIATED FAULT NAME APPROXIMATE DISTANCE MILES (KM) Coronado Bank - Agua Blanca 20.8(33.5) Elsinore - Temecula 24.5(39.4) Newport-Inglewood-Offshore 5.0 (8.1) Rose Canyon 4.8 (7.8) Elsinore - Julian 24.7(39.8) Seismicity The acceleration-attenuation relations of Sadigh, et al. (1997) Horizontal Soil, Bozorgnia, Campbell and Niazi (1999) Horizontal-Soft Rock-Correlation and Campbell and Bozorgnia (1997 Rev.) Horizontal-Soil have been incorporated into EQFAULT (Blake, 2000a). Forthis study, peak horizontal ground accelerations anticipated atthe site were determined based on the random mean plus 1 - sigma attenuation curve and mean attenuation curve developed by Joyner and Boore (1982a and 1982b), Bozorgnia, Campbell, and NiazI (1999), and Campbell and Bozorgnia (1997). EQFAULT is a computer program by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using up to 150 digitized California faults as earthquake sources. Mr. Russell Bennett 3112 Lincoln Street, Carlsbad File:e:\wp9\4100\4147a.pge W.O. 4147-A-SC January 14, 2004 Page 5 GeoSoils, Inc. CALIFORNIA FAULT MAP 3112 Lincoln 1100 1000 -- 900 -- 800 -- 700 -- 600 -- 500 -- -100 400 -- 300 -- 200 100 -- -400 -300 -200 -100 0 100 200 300 400 500 600 W.O. 4147.A-SC Figure 3 GeoSoils, Inc. The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ("maximum credible") earthquake on that fault. Site acceleration (g) is computed by one of many user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the EQFAULT program, peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0.54g to 0.67g. Historical site seismicity was evaluated with the acceleration-attenuation relations of Campbell and Bozorgnia (1997 Revised) Soft Rock and the computer program EQSEARCH (Blake, 2000b). This program performs a search ofthe historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-mile radius, between the years 1800 to 2002. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have effected the site during the specific event listed. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 to 2002 was 0.27g. Site specific probability of exceeding various peak horizontal ground accelerations and a seismic recurrence curve are also estimated/generated from the historical data. Computer printouts of pertinent portions of the EQSEARCH program are presented in Appendix C. A probabilistic seismic hazards analyses was performed using FRISKSP (Blake, 2000c) which models earthquake sources as three-dimensional planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo-relative velocity levels. Based on a review of these data, and considering the relative seismic activity of the southern California region, a peak horizontal ground acceleration of 0.34g was calculated. This value was chosen as it corresponds to a 10 percent probability of exceedance in 50 years (or a 475-year return period). Seismic Shaking Parameters Based on the site conditions. Chapter 16 ofthe Uniform Building Code ([UBC], International Conference of Building Officials [ICBO], 1997), the following seismic parameters are provided. Seismic zone (per Figure 16-2*) 4 Seismic Zone Factor (per Table 16-1*) 0.40 Soil Profile Type (per Table 16-J*) SD Seismic Coefficient C^ (per Table 16-Q*) 0.44 Na Seismic Coefficient C^ (per Table 16-R*) 0.64 Near Source Factor Ng (per Table 16-S*) 1.0 Mr. Russell Bennett 3112 Lincoln Street, Carlsbad File:e:\wp9\4100\4147a.pge W.O. 4147-A-SC January 14, 2004 Page 7 GeoSoils, Inc. Near Source Factor (per Table 16-T*) 1.1 Seismic Source Type (per Table 16-U*) B Distance to Seismic Source 4.8mi. (7.8 km) Upper Bound Earthquake (Rose Canyon) 6.9 * Figure and table references from Chapter 16 ofthe UBC (ICBO, 1997). Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation ofthe site. The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil characteristics and typical site development procedures: • Liquefaction • Tsunami • Sieche • Dynamic Settlement • Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture It is important to keep in perspective that in the event of a maximum probable or credible (upper bound) earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass, than from those induced bythe hazards considered above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. GROUNDWATER Subsurface water was not encountered within the property during field work performed in preparation of this report. Subsurface water is not anticipated to adversely affect site development, provided thatthe recommendations contained In this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Regional groundwater is estimated to be at least 50 feet in depth, below the site. Mr. Russell Bennett 3112 Lincoln Street, Carlsbad File:e:\wp9\4100\4147a.pge W.O. 4147-A-SC January 14, 2004 Page 8 GeoSoils, Inc. Seeps, springs, or other indications of a high groundwater level were not noted on the subject property during the time of our field investigation. However, seepage may occur locally (as the result of heavy precipitation or irrigation) in areas where any fill soils overlie terrace deposits. Such conditions may occur during grading or after the site is developed, and should be anticipated. LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System (USCS). The soil classifications are shown on the Boring Logs In Appendix B. Moisture-Density Relations The field moisture contents and dry unit weights were determined for a selected undisturbed sample in the laboratory. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined as a percentage ofthe dry weight. The results of these tests are shown on the Boring Logs in Appendix B. Laboratorv Standard The maximum dry density and optimum moisture content was determined forthe major soil type encountered in the borings. The laboratory standard used was ASTM D-1557. The moisture-density relationship obtained for this soil Is shown below: SOIL TYPE BORING AND DEPTH (ft) MAXIMUM DRY DENSITY {pcJl OPTIMUM MOISTURE CONTENT {%) SILTY SAND, Red Brown B-1 @ 2-3 131.5 9.5 Expansion Potential Expansion testing was performed on representative samples of site soil in accordance with UBC Standard 18-2. The results of expansion testing are presented In the following table. Mr. Russell Bennett 3112 Lincoln Street, Carlsbad File:e:\wp9\4100\4147a.pge W.O. 4147-A-SC January 14, 2004 Page 9 GeoSoils, Inc. LOCATION EXPANSION INDEX EXPANSION POTENTIAL B-1 @ 2-3' 0 Very Low Direct Shear Test Shear testing was performed on a representative, undisturbed sample of site soil in general accordance with ASTM Test Method D-3080 in a Direct Shear Machine ofthe strain control type. The shear test result is as follows: SAMPLE LOCATION PRIMARY RESIDUAL SAMPLE LOCATION COHESION (psf) FRICTION ANGLE (degrees) COHESION (psf) FRICTION ANGLE (degrees) B-1 @ 2-3' 225 38 225 35 Corroslon/Sulfate Testmg Laboratory test results for soluble sulfates, pH, and corrosion to metals have not been received as of the date of this report. Testing will be presented as an addendum upon receipt of the results. Additional testing of site materials is recommended when proposed grading is complete to further evaluate the findings. CONCLUSIONS Based upon our site reconnaissance, subsurface exploration, and laboratory test results, it is our opinion that the subject site appears suitable for the proposed commercial/residential development. The following recommendations should be incorporated into the construction details. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the UBC, the requirements ofthe City, and the Grading Guidelines presented in Appendix D, except where specifically superceded in the text of this report. Prior to grading, a GSI Mr. Russell Bennett 3112 Lincoln Street, Carlsbad File:e:\wp9\4100\4147a.pge W.O. 4147-A-SC January 14, 2004 Page 10 GeoSoils, Inc. representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Site Preparation Debris, vegetation, existing structures, and other deleterious material should be removed from the building area prior to the start of construction. Sloping areas to receive fill should be properly benched in accordance with current industry standards of practice and guidelines specified in the UBC. Removals (Unsuitable Surficial Materials) Due to the relatively loose condition of topsoil and weathered terrace deposits, these materials should be removed and recompacted in areas proposed for settlement-sensitive structures or areas to receive compacted fill. At this time, removal depths on the order of 3 to 4 feet (Including topsoil and weathered terrace deposits) below existing grade should be anticipated throughout a majority ofthe site; however, locally deeper removals cannot be precluded. Removals should be completed belowa 1:1 projection down and away from the edge of any settlement-sensitive improvements and/or limits of proposed fill. Once removals are completed, the exposed bottom should be reprocessed and compacted to 90 percent relative compaction. Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (±6-inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If soil importation is planned, a sample ofthe soil import should be evaluated by this office prior to importing. In order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils for a fill cap should be low expansive (Expansion Index [E.I.] less than 50). The use of subdrains at the bottom of the fill cap may be necessary, and subsequently recommended based on compatibility with onsite soils and proximity and/or suitability of an outlet. Mr. Russell Bennett W.O. 4147-A-SC 3112 Uncoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 11 GeoSoils, Inc. Transitions/Overexcavation Cut portions of cut/fill transition pads should be overexcavated a minimum 3 feet below pad gracie. Areas with planned fills less than 3 feet should be overexcavated in orderto provide a minimum fill thickness of 3 feet, on a preliminary basis. Where the ratio of maximum to minimum fill thickness below a given structure exceeds 3:1, overexcavation should be completed to reduce this ratio to 3:1, or less. RECOMMENDATIONS - FOUNDATIONS Preliminarv Foundation Design In the event that the information concerning the proposed development plans are not correct or any changes in the design, location, or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report are for the subject site only and shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, and laboratory testing and engineering analysis. Our review, field work, and recent and previous laboratory testing indicates that onsite soils have a very low expansion potential range (E.I. 0 to 20). Preliminary recommendations for foundation design and construction are presented below. Final foundation recommendations should be provided at the conclusion of grading based on laboratory testing of fill materials exposed at finish grade. Design 1. An allowable soil bearing pressure of 1,500 psf may be used for the design of continuous footings with a minimum width of 12 inches and depth of 12 inches and for design of isolated pad footings 24 inches square and 24 inches deep founded entirely into compacted fill or competent formational material and connected by grade beam or tie beam in at least one direction. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2,500 psf. 2. An allowable coefficient of friction between concrete and compacted fill or bedrock of 0.35 may be used with the deadload forces. Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 12 GeoSoils, Inc. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 4. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pounds per cubic foot (pcf) with a maximum earth pressure of 2,500 psf. 5. All footings should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with the guidelines depicted on Figure No. 18-1-1 ofthe UBC (current edition). Foundation Settlement Foundations systems should be designed to accommodate a worst case differential settlement of 1 inch in a 40-foot span. Footing Setbacks All footings should maintain a minimum 7-foot horizontal setback from the base of the footing to any descending slope. This distance is measured from the footing face at the bearing elevation. Footings should maintain a minimum horizontal setback of H/3 (H=slope height) from the base ofthe footing to the descending slope face and no less than 7 feet nor need to be greater than 40 feet. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the retaining wall section of this report. Construction The following foundation construction recommendations are presented as a minimum criteria from a soils engineering standpoint. The onsite soils expansion potentials are generally very low (E.I. 0 to 20). Recommendations for very low expansive soil conditions are presented herein. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements. Final foundation design will be provided based on the expansion potential ofthe near surface soils encountered during grading. Very Low Expansion Potential (E.I. 0 to 20) 1. Exterior and interior footings should be founded at a minimum depth of 12 inches for one-story floor loads, 18 inches for two-story floor loads, and 24 inches for Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 13 GeoSoils, Inc. three-story floor loads, below the lowest adjacent ground surface. Isolated column and panel pads or wall footings should be founded at a minimum depth of 24 inches. All footings should be reinforced with two No. 4 reinforcing bars, one placed near the top and one placed near the bottom ofthe footing. Footing widths should be as Indicated in the UBC (ICBO, 1997); width of 12 inches for one-story loads, 15 inches for two-story loads, and 18 inches for three-story loads. 2. A grade beam, reinforced as above, and at least 12 inches wide should be provided across large (e.g., doorways) entrances. The base ofthe grade beam should be at the same elevation as the bottom of adjoining footings. Isolated, exterior square footings should be tied within the main foundation in at least one direction with a grade beam. 3. Residential concrete slabs, where moisture condensation is undesirable, should be underlain with a vapor barrier consisting of a minimum of 10 mil polyvinyl chloride or equivalent membrane with all laps sealed. This membrane should be covered above and below with a minimum of 2 inches of sand (total of 4 inches) to aid in uniform curing of the concrete and to protect the membrane from puncture. 4. Residential concrete slabs should be a minimum of 5 inches thick, and should be reinforced with No. 3 reinforcing bar at 18 inches on center in both directions. All slab reinforcement should be supported to ensure placement near the vertical midpoint of the concrete. "Hooking" of reinforcement is not considered an acceptable method of positioning the reinforcement. 5. Residential garage slabs should be a minimum of 5 inches thick and should be reinforced as above and poured separately from the structural footings and quartered with expansion joints or saw cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 6. Presaturation is not required for these soil conditions. The moisture content of the subgrade soils however, should be equal to or greater than optimum moisture content in the slab areas prior to the placement to visqueen. Prior to placing visqueen or reinforcement, soil moistures should be verified by this office within 72 hours of pouring slabs. UTILITIES Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Due to the potential for differential settlement, air conditioning (A/C) units should be supported by slalDS that are incorporated into the building foundation or constructed on a rigid slab with Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 Flle:e:\wp9\4100\4147a.pge Page 14 GeoSoils, Inc. flexible couplings for plumbing and electrical lines. A/C waste waterlines should be drained to a suitable outlet. WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (Class 2 permeable filter material or Class 3 aggregate base) or native materials (up to and including low expansion potential) are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified bythe wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections ofthis report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Restramed Walls Any retaining walls that will be restrained priorto placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top ofthe wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not Include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. Mr. Russell Bennett W.O. 4147-A-SC 3112 Uncoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 15 GeoSoils, Inc. SURFACE SLOPE OF RETAINED MATERIAL (HORIZONTAL-VERTICAL) EQUIVALENT FLUID WEIGHT P.C.F. (SELECT BACKFILL) EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE BACKFILL) Level* 2 to 1 35 50 45 60 * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1,2, and 3, present the back drainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or y2-inch to y4-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an expansion index (E.I.) potential of greater than 90 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes in walls higher than 2 feet should not be considered. The surface ofthe backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. <.90). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: Mr. Russell Bennett 3112 Lincoln Street, Carlsbad File:e:\wp9\4100\4147a.pge W.O. 4147-A-SC January 14, 2004 Page 16 GeoSoils, Inc. DETAIL Provide surface drainage (T) Vater proofing nenbrane Cop-tional) @ Veephole Finished surface /4 or flatter © VATER PRDDFING MEMBRANE CoptlonaDi Liquid boot or approved equivalent. ® RDCK» 3/4 to 1-1/2' (Inches) rock. (3) FILTER FABRID Mirafi HON or approved equivalent place fabric flap behind core. ® PIPEi 4' (Inches) diameter perforated PVC. schedule 40 or approved alternative with ninlnun of IX gradient to proper outlet point, (5) VEEPHDLEi Minimum 2' (Inches) diameter placed at 20' (feet) on centers along the wall, and 3' (Inches) above finished surface. TYPICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Geologic • Environmental DETAIL Provide surface drainage (T) Voter proofing membrane (optional)) (5) Veephole Finished surface s||§||=||=||=||=||#||=||=s||=||i /4 or f later ® VATER PRDnriNG MEMBRANE (optlonal)i Liquid boot or approved equivalent. (D DRAINi Miradrain 6000 or J-draln 200 or equivalent for non-waterproofed walls. Miradrain 6200 or J-draln 200 or equivalent for water proofed walls. (D FILTER FABRICi Mirafi MON or approved equivalent place fabric flap behind core. (4) PIPEi 4' (Inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of IX gradient to proper outlet point. © VEEPHDLEi Minimum 2' (Inches) diameter placed at 20' (feet) on centers along the wall, and 3' (Inches) above finished surface. RETAINING WALL BACKFILL AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical • Geologic • Environmental DETAIL Provide surface drainage ±12' H Veephole Finished surface n=J|^=||=M=i:J|iij|ii]|^^ /4 or f later (2) Clean sand backfill (T) VATER PRDDFING MEMBRANE (optlonal)i Liquid boot or approved equivalent. (?) CLEAN SAND BACKFILL> Must have sand equivalent value of 30 or greater; can be densified by water Jetting. (3) FILTER FABRICi Mirafi HON or approved equivalent. ® RDCKi 1 cubic foot per linear feet of pipe of 3/4 to 1-1/2' (Inches) rock (§) PIPEi 4' (Inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of VA gradient to proper outlet point. (6) VEEPHDLEi Minimum 2' (Inches) diameter placed at 20' (feet) on centers along the WQIL and 3' Cinches) above finished surface. RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Geologic • Environmental a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase ofthe amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1 /360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into native formational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS Some of the soil materials onsite may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any homeowners or homeowners association ofthis long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for ail exterior flatwork on expansive soils: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. The moisture content ofthe subgrade should be verified within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a relatively non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. The layer should wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate Mr. Russell Bennett W.O. 4147-A-SC 3112 Uncoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 20 GeoSoils, Inc. such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, Vzto % inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), ail joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. 12. Air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 File:e.\wp9\4100\4147a.pge Page 21 GeoSoils, Inc. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. DEVELOPMENT CRITERIA Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should betaken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of one percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We Mr. Russell Bennett W.O. 4147-A-SC 3112 Uncoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 22 GeoSoils, Inc. would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom ofthe planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom ofthe planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. Ifthe surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may othenA/ise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) are planned forthe site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading of the site, or trench Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 Flle:e:\wp9\4100\4147a.pge Page 23 GeoSoils, Inc. backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Tile Flooring Tilefiooring can crack, refiecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved bythe Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street and parking areas and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative ofthis firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction ofthe subgrade materials would be recommended atthattime. Footing trench spoil and any excess soils generated from ufility trench excavations should be compacted to a minimum relative compaction of 90 percent, If not removed fi-om the site. Trenching Considering the nature ofthe onsite soils, it should be anticipated that caving or sloughing could be afactor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above opfimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent ofthe laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of Mr. Russell Bennett W.O. 4147-A-SC 3112 Uncoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 24 GeoSoils, Inc. 30 or greater may be utilized and jetted or fiooded into place. Observation, probing and testing should be provided to verify the desired results. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent ofthe laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compacfion testing and observafions, along with probing, should be accomplished to verify the desired results. All trench excavafions should conform to CAL-OSHA and local safety codes. Ufilities crossing grade beams, perimeter beams, or footings should either pass below the foofing or grade beam ufilizing a hardened collar or foam spacer, or pass through the foofing or grade beam in accordance with the recommendations ofthe structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertificafion. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Priorto pouring any slabs or flatwork, after presoaking/presaturafion of building pads and other fiatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). During retaining wall subdrain installafion, prior to backfill placement. • During placement of backfill for area drain, interior plumbing, ufility line trenches, and retaining wall backfill. • During slope construcfion/repair. • When any unusual soil condifions are encountered during any construcfion operafions, subsequent to the Issuance of this report. • When any developer or homeowner improvements, such as fiatwork, spas, pools, walls, etc., are constructed. Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 25 GeoSoils, Inc. A report of geotechnical observafion and tesfing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentafion of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendafions provided herein, incorporate those recommendafions into all their respective plans, and by explicit reference, make this report part of their project plans. PLAN REVIEW Final project plans should be reviewed by this office prior to construcfion, so that construcfion is in accordance with the conclusions and recommendafions of this report. Based on our review, supplemental recommendafions and/or further geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative ofthe area; however, soil and bedrock materials vary in character between excavafions and natural outcrops or conditions exposed during mass grading. Site condifions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendafions are professional opinions. These opinions have been derived in accordance with current standards of pracfice, and no warranty is expressed or implied. Standards of pracfice are subject to change with fime. GSI assumes no responsibility or liability for work or tesfing performed by others, or their Inacfion; or work performed when GSI is not requested to be onsite, to evaluate if our recommendafions have been properly implemented. Use ofthis report constitutes an agreement and consent by the user to all the limitafions oufiined above, notwithstanding any other agreements that may be in place. In addifion, this report may be subject to review by the controlling authorities. Mr. Russell Bennett W.O. 4147-A-SC 3112 Lincoln Street, Carlsbad January 14, 2004 File:e:\wp9\4100\4147a.pge Page 26 GeoSoils, Inc. APPENDIX A REFERENCES APPENDIX A REFERENCES Blake, T.F., 2000a, EQFAULT, A computer program for the estimafion of peak horizontal accelerafion from 3-D fault sources; Windows 95/98 version. , 2000b, EQSEARCH, A computer program for the esfimafion of peak horizontal accelerafion from California historical earthquake catalogs; Updated to June, 2003, Windows 95/98 version. , 2000c, FRISKSP, A computer program for the probabilistic esfimation of peak accelerafion and uniform hazard spectra using 3-D faults as earthquake sources; Windows 95/98 version. Bozorgnia, Y., Campbell, K.W., and Niazi, M., 1999, Vertical ground mofion: Characterisfics, relafionship with horizontal component, and building-code implicafions; Proceedings ofthe SMIP99 seminar on ufilizafion of strong-motion data, September, 15, Oakland, pp. 23-49. Campbell, K.W. and Bozorgnia, Y., 1994, Near-source attenuafion of peak horizontal accelerafion from worldwide accelerograms recorded from 1957 to 1993; Proceedings, Fifth U.S. Nafional Conference on Earthquake Engineering, volume III, Earthquake Engineering Research Institute, pp 292-293. Hart, E.W. and Bryant, W.A., 1997, Fault-rupture hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Division of Mines and Geology Special Publicafion 42, with Supplements 1 and 2, 1999. Internafional Conference of building officials, 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, map sheet no. 6, scale 1:750,000. Joyner, W.B, and Boore, D.M., 1982a, Esfimafion of response-spectral values as functions of magnitude, distance and site condifions, jn eds., Johnson, J.A., Campbell, K.W., and Blake, T.F.: AEG Short Course, Seismic Hazard Analysis, June 18,1994. , 1982b, Prediction of earthquake response spectra, U.S. Geological Survey Open-File Report 82-977,16p. Kennedy, M.P. and Tan S.S., 1996, Geologic maps of the northwest part of San Dlego County, California, Division of Mines and Geology, plate 1, scale 1:24,000. GeoSoils, Inc. Petersen, Mark D., Bryant, W.A., and Cramer, C.H., 1996, Interim table of fault parameters used by the California Division of Mines and Geology to compile the probabilisfic seismic hazard maps of California. Sadigh, K., Chang, C.-Y., Egan, J.A., Makdisi, F., and Youngs, R.R., 1997, Attenuafion relations for shallow crustal earthquakes based on California strong motion data, Seismological Research Letters, Vol. 68, No. 1, pp. 180-189. Sadigh, K., Egan, J., and Youngs, R., 1987, Predictive ground mofion equafions reported in Joyner, W.B., and Boore, D.M., 1988, "Measurement, Characterizafion, and Predicfion of Strong Ground Mofion," in Earthquake Engineering and Soil Dynamics II, Recent Advances In Ground Mofion Evaluafion, Von Thun, J.L, ed.: American Society of Civil Engineers Geotechnical Special Publicafion No. 20, pp. 43-102. Sowers and Sowers, 1970, Unified soil classificafion system (After U. S. Waten^^ays Experiment Station and ASTM 02487-667) jn introductory Soil Mechanics, New York. GeoSoils, Inc. APPENDIX B BORING LOGS BORING LOG GeoSoils, Inc. PROJECT: BENNETT 3112 Lincoln Street W.O. 4147-A-SC BORING B-1 Sample II O E CO 5, 3 a to D/A7££XCAW\TE0 SAMPLE METHOD: HAND AUGER SHEET 1 OF 1 12-27-03 Standard Penetration Test Undisturbed, Ring Sample 2 Groundwater Description of Material SM SM TOPSOIUCOLLUVIUM @ 0 - SILTY FINE SAND, dark brown, moist, loose; porous, \ roots. TERRACE DEPOSITS: @y2-A' SILTY FINE SAND, red brown, moist, medium dense to dense. 5- Total Depth = 4" No Groundwater Encountered Backfilled 12-27-2003 3112 Lincoln Street GeoSoils, Inc. PLATE Bl BORING LOG GeoSoils, Inc. PROJECT: BENNETT 3112 Lincoln Street W.O. 4147-A-SC BORING B-2 Sampie II CO .Q O E CO >, 3 CO Q DATEEXCAVATED SAMPLE METHOD: HAND AUGER SHEET 1 OF 1 12-27-03 Standard Penetration Test Undisturbed, Ring Samp/e 2 Groundwater Description of Material SM SM TOPSOIUCOLLUVIUM @ 0 - Yt SILTY FINE SAND, dark brown, moist, loose; porous, \ roots. TERRACE DEPOSITS: @ 34 - 3* SILTY FINE SAND, red brown, moist, medium dense to dense. 5- Total Depth = 3" No Groundwater Encountered Backfilled 12-27-2003 3112 Lincoln Street GeoSoils, Inc. PL>!\rE B2 BORING LOG GeoSoils, Inc. PROJECT: BENNETT 3112 Lincoln Street W.O. 4147-A-SC BORING B-3 a. (D Q Sample m II co^ ^ E CO 5. 3 CO .ts Q. c ^ Q CO DATEEXC/W/ITED SAMPLE METHOD: HAND AUGER SHEET 1 OF 1 12-27-03 Standard Penetration Test Undisturbed, Ring Sample 2 Groundwater Description of Material SM SM TOPSOIL/COLLUVIUM @ 0 - "54' SILTY FINE SAND, dark brown, moist, loose; porous, \ roots. TERRACE DEPOSITS: @ !4 - 3' SILTY FINE SAND, red brown, moist, medium dense to dense. Total Depth = 3" No Groundwater Encountered Backfilled 12-27-2003 3112 Lincoln Street GeoSoils, Inc. PLATE B3 APPENDIX C SEISMICS (0 > z -t—< c (D > UJ Q) E z > JO E E o EARTHQUAKE RECURRENCE CURVE 3112 Lincoln 100 10 .01 .001 i i ' i ' ' llll llll ['II llll llll llll llll llll llll 1 1 1 1 p 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W.O. 4147-A-SC Plate C-1 GeoSoils, Inc. 6 4^ > I o RETURN PERIOD vs. ACCELERATION CAMP. & BOZ. (1997 Rev.) SR 1 1000000 ? o ? CL P c D 0 01 2 (D o 100000 10000 1000 100 0.00 0.25 0.50 0.75 1.00 Accelerafion (g) 1.25 1.50 PROBABILITY OF EXCEEDANCE CAMP. & BOZ. (1997 Rev.) SR 1 100 03 n o CD o c CO "D 0) Q) O X LU 25 yrs 50 yrs 75 yrs 100 yrs 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) W.O. 4147-A-SC Plate C-3 GeoSoils, Inc. APPENDIX D GENERAL EARTHWORK AND GRADING GUIDEUNES GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparafion of areas to filled, placement of fill, installafion of subdrains and excavafions. The recommendafions contained in the geotechnical report are part ofthe earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of confiict. Evaluations performed by the consultant during the course of grading may result in new recommendafions which could supersede these guidelines orthe recommendafions contained in the geotechnical report. The contractor is responsible forthe safisfactory complefion of all earthwork in accordance with provisions of the project plans and specificafions. The project soil engineer and engineering geologist (geotechnical consultant) or their representafives should provide observafion and tesfing services, and geotechnical consultafion during the durafion ofthe project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Priorto the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and tesfing the fills for conformance with the recommendafions of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide tesfing and observafion so that determinafion may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anficipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavafions, and subdrains should be observed and documented bythe project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibilityto notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratorv and Field Tests Maximum dry density tests to determine the degree of compacfion should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78. Random field compacfion tests should be performed In accordance with test method ASTM designafion D-1556-82, D-2937 or D-2922 and D-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria would vary depending on the soil conditions and the size of the project. The locafion and frequency of tesfing would be at the discrefion ofthe geotechnical consultant. GeoSoils, Inc. Contractor's Responsibility All clearing, site preparafion, and earthwork performed on the project should be conducted bythe contractor, with observafion by geotechnical consultants and staged approval bythe governing agencies, as applicable. It is the contractor's responsibilityto prepare the ground surface to receive the fill, to the safisfacfion of the soil engineer, and to place, spread, moisture condifion, mix and compact the fill in accordance with the recommendafions of the soil engineer. The contractor should also remove all major non-earth material considered unsafisfactory by the soil engineer. It is the sole responsibility ofthe contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compacfion equipment should be provided bythe contractor with due considerafion forthe fill material, rate of placement, and climafic condifions. If, in the opinion ofthe geotechnical consultant, unsafisfactory condifions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulfing In a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the condifions, and if necessary, stop work until condifions are satisfactory. During construcfion, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas unfil such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetafion, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Exisfing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil condifions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, sepfic tanks, wells, pipelines, or other structures not located priorto grading are to be removed or treated in a manner recommended bythe soil engineer. Soft, dry, spongy, highly fractured, or OthenA/ise unsuitable ground extending to such a depth that surface processing cannot adequately Improve the condition should be overexcavated down to firm ground and approved by the soil engineer before compacfion and filling operafions confinue. Overexcavated and processed soils which have been properly mixed and moisture Mr. Russell Bennett Appendix D File:e:\wp9\4100\4147a.pge Page 2 GeoSoils, Inc. conditioned should be re-compacted to the minimum relafive compacfion as specified in these guidelines. Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is broughtto optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Exisfing ground which is not safisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarificafion, disc harrowing, or other acceptable form of mixing should confinue unfil the soils are broken down and free of large lumps or clods, unfil the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compacfion as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist, in fill over cut slope condifions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to Vz the height ofthe slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although It is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist priorto placement of fill. Fills may then be properly placed and compacted unfil design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be ufilized in the fill provided that each material has been determined to be suitable bythe soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the soil engineer. Soils of poor gradafion, undesirable expansion potential, or substandard strength Mr. Russell Bennett Appendix D File:e:\wp9\4100\4147a.pge Page 3 GeoSoils, Inc. characterisfics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a safisfactory fill material. Fill materials derived from benching operafions should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operafions should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greaterthan 12 inches should not be buried or placed in fills unless the locafion of materials and disposal methods are specifically approved by the soil engineer. Oversized material should betaken off-site or placed in accordance with recommendations ofthe soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundafion excavations, future ufilities, or underground construcfion unless specifically approved by the soil engineer and/or the developers representafive. If import material is required for grading, representative samples of the materials to be ufilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis ofthis material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compacfion is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compacfion. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condifion, blending, and mixing of the fill layer should continue unfil the fill materials have a uniform moisture content at or above opfimum moisture. After each layer has been evenly spread, moisture condifioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designafion, D-1557-78, or as otherwise recommended by the soil engineer. Compacfion equipment should be adequately sized and should be specifically designed for soil compacfion or of proven reliability to efficiently achieve the specified degree of compacfion. Mr. Russell Bennett Appendix D File:e:\wp9\4100\4147a.pge Page 4 GeoSoils, Inc. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compacfion, or improper moisture is in evidence, the particular layer or portion shall be re-worked unfil the required density and/or moisture content has been attained. No addifional fill shall be placed in an area unfil the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compacfion of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configurafion. Tesfing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. Afinal determinafion of fill slope compacfion should be based on observafion and/or tesfing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compacfion, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compacfion in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisfing of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes confinuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compacfion to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compacfion tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operafions. 4. After complefion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to tesfing to verify compacfion, the slopes should be grid-rolled to achieve compacfion to the slope face. Final testing should be used to confirm compacfion after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional tesfing should be performed to verify compacfion. Mr. Russell Bennett Appendix D File:e:\wp9\4100\4147a.pge Page 5 GeoSoils, Inc. 6. Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances ofthe controlling governmental agencies, and/or in accordance with the recommendafion ofthe soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be Installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locafions or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade and drain material in the field, pending exposed condifions. The location of constructed subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavafions and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavafions or overexcavafion and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless otherwise approved, the cut portion ofthe slope should be observed bythe engineering geologist prior to placement of materials for construcfion ofthe fill portion ofthe slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potenfial adverse geologic condifions are encountered, the engineering geologist and soil engineer should invesfigate, evaluate and make recommendafions to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluafion by the engineering geologist, whether anficipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Addifionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances ofthe controlling governmental agencies, and/or in accordance with the recommendafions of the soil engineer or engineering geologist. Mr. Russell Bennett Appendix D File:e:\wp9\4100\4147a.pge Page 6 GeoSoils, Inc. COMPLETION Observafion, tesfing and consultafion bythe geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After complefion of grading and after the soil engineer and engineering geologist have finished their observafions ofthe work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavafion or filling should be undertaken without prior nofification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protecfion and/or planning should be undertaken as soon as pracfical after complefion of grading. JOB SAFETY General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerafions for use by all employees on mulfi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes that construcfion acfivifies will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all fimes. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precaufions are to be implemented forthe safety of field personnel on grading and construcfion projects: Safety Meetings: GSI field personnel are directed to attend contractors regularly scheduled and documented safety meefings. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all fimes when they are working in the field. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Mr. Russell Bennett Appendix D File:e:\wp9\4100\4147a.pge Page 7 GeoSoils, Inc. Flashing Lights: All vehicles stafionary in the grading area shall use rotafing or flashing amber beacon, or strobe lights, on the vehicle during all field tesfing. While operafing a vehicle in the grading area, the emergency flasher on the vehicle shall be acfivated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attenfion of our office. Test Pits Location. Orientation and Clearance The technician is responsible for selecfing test pit locafions. A primary concern should be the technicians's safety. Efforts will be made to coordinate locafions with the grading contractors authorized representative, and to select locafions following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representafive (dump man, operator, supervisor, grade checker, etc.) should direct excavafion ofthe pit and safety during the test period. Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condifion. Alternatively, the contractor may wish to park a piece of equipment in front ofthe test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the tesfing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibrafion which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test locafion. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representafive should effecfively keep all equipment at a safe operafion distance (e.g., 50 feet) away from the slope during this tesfing. The technician is directed to withdraw from the active portion ofthe fill as soon as possible following tesfing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible locafion, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any ofthe above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors Mr. Russell Bennett Appendix D File:e:\wp9\4100\4147a.pge Page 8 GeoSoils, Inc. representative will eventually be contacted in an effort to effect a solufion. However, in the interim, no further testing will be performed unfil the situafion is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompacfion or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attenfion and notify this office. Effective communicafion and coordinafion between the contractors representafive and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compacfion tesfing is needed. Our personnel are directed not to enter any excavafion or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe condifions regardless of depth. All trench excavafions or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with CAL- OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. Ifthe contractor fails to provide safe access to trenches for compacfion testing, our company policy requires that the soil technician withdraw and nofify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavafion, we have a legal obligafion to put the contractor and owner/developer on notice to immediately correct the situafion. If correcfive steps are not taken, GSI then has an obligafion to notify CAL-OSHA and/or the proper authorifies. Mr. Russell Bennett File:e:\wp9\4100\4147a.pge Appendix D Pages GeoSoils, Inc. TEST PIT SAFETY DIAGRAM SIDE VIEW a" • 1 ( NOT TO SCALE 1 TOP VIEW 100 FEET APPROXIMATE CENTER OF TEST PIT I NOT TO SCALE ) PLATE EG-16