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RP 06-03A; Roosevelt Center; Redevelopment Permits (RP) (3)
HAZARDOUS WASTE AND SUBSTANCES STATEMENT Consultation Of Lists of Sites Related To Hazardous Wastes (Certification of Compliance with Govemment Code Section 65962.5) Pursuant to State of Califomia Govemment Code Section 65962.5,1 have consulted the Hazardous Wastes and Substances Sites List compiled by the Califomia Environmental Protection Agency and hereby certify that (check one): XJ The development project and any altematives proposed in this application are not contained on the lists compiled pursuant to Section 65962.5 of the State Govemment Code. O The development project and any altematives proposed in this appiication are contained on the lists compiled pursuant to Section 65962.5 of the State Govemment Code, Name: APPLICANT RICHARD & RICHARD CONSTRUCTION Address: 234 VENTURE ST., STE ICQ SAN MARCOS, CA 92 07 8 Phone Number: (760)7 59-2260 PROPERTY OWNER Name: T&G INSURANCE Address: 1015 CHESTNUT #F2 CARLSBAD, CA 92 00 8 Phone Number: (760) 729-4334 Address of Site: 560 & 562 CARLSBAD VILLAGE DRIVE Local Agency (City and County'): CARLSBAD, COUNTY OF SAN DIEGO Assessor's book,page, and parcel number: 203-292-22 Specify list(s): CA DEPARTMENT OF TOXIC SUBSTANCES CONTROL, EPA Regulatory Identification Number: ^/^ Date of List: JUNE 25, 2008 Applicant Signature/Date Admin/Counter/HazWastc Property Owner Signature/Date STORMWATER MANAGEMENT PLAN (DATED 6/2/06) FOR ROOSEVELT CENTER OWNER: 560 CVD, LLC 1015 Chestnut Ave., No. F2 Carlsbad, CA 92008 APN: 203-292-15,16,17,19 LOCATION: 560-562 CARLSBAD VILLAGE DRIVE CARLSBAD, CA 92008, PREPARED BY: SPEAR & ASSOCL\TES, INC. CIVIL ENGINEERS AND LAND SURVEYORS 457 Production Street San Marcos, CA 92078 PHONE: (760) 736-2040 FAX: (760) 736-4866 ABADA, PE S&A, INC J.N. 05-226 DATE: TABLE OF CONTENTS 2.0 PROJECT DESCRIFTION 3.0 TOPOGRAPHY 4.0 IDENTIFICATION OF POLLUTANTS OF CONCERN 1 5.0 IDENTIFICATION OF CONDITIONS OF CONCERN 2 6.0 STORMWATER MITIGATION MEASURES 3 7.0 IMPLEMENTATION & MAINTENANCE REQUIREMENTS 4 8.0 FISCAL RESOURCES 9 9.0 SUMMARY/CONCLUSIONS 9 ATTACHMENTS A. LOCATION & USGS MAPS 11 B. STORMWATER REQUIREMENTS APPLICABILITY CHECKLIST 14 C. HYDROLOGY CALCULATIONS 16 D. SDRWQCB 303(D) LIST 30 E. BMP DATA SHEETS 34 F. GRADING PLAN 45 1.0 INTRODUCTION The City of Carlsbad has adopted a Standard Urban Storm Water Mitigation Plan (SUSMP), which was approved by the San Diego Regional Water Quality Control Board (SDRWCJCB) on June 12,2002. It was established with compliance to the SDRWQCB Pennit Order 2001-01. The purpose of this program is to mimmize or eluninate the impact of human activities on receiving water bodies, which will be accomplished through reducing pollutants in the urban runoff to the maximum extent practical (MEP). 2.0 PROJECT DESCRIPTION This report was prepared for a site development plan designed by Spear & Associates, Inc. The project consists of redeveloping an existing commercial site with a mixed-use project containing a 1,670 square foot restaurant, 6,502 square feet of office space and three condominium units. It is located at the intersection of Carlsbad Village Drive and Roosevelt Street in the City ofCarlsbad, Califomia. The site's re-development drainage features included constmction of landscaped planters along walkway areas and a storm drain system fitted with a filtration system. Emphasis was placed on reducing impervious surfaces and minimizing directly connected impervious areas. 3.0 TOPOGRAPHY The proposed project area is characterized as very flat less, than 1.0% slope. There are no distinguishing topographic characteristics and no pronounced or valuable features. 4.0 IDENTIFICATION OF POLUTANTS OF CONCERN 4.1 Hydrologic Unit Contribution The project site is located in the Carlsbad hydrologic unit (904), sub-areas (904.20) of the Buena Vista Creek hydrologic unit, as listed in the Water Quality Control Plan of the San Diego Regional Water Quality Control Board. 4.2 Receiving Waters Receiving water is the Pacific Ocean. 43 Identification of Primary and Secondary PoUutants of concern 4.3.1 Primary PoUutants of Concem Clean Water Act Section 303(d) Impaired Water Bodies Status According to the 2002 Clean Water Act 303(d) lists published by the Califomia State Water Resources Control Board, vdthin the project location: Pacific Ocean Shoreline at Buena Vista Creek and Carlsbad Village Drive is listed as impaired with "Bacteria Indicators," under low priority TMDL The anticipated primary pollutant of concem is Bacteria Indicators, under low priority TMDL. 43.2 Secondary PoUutants of Concem Table 1 Anticipated and Potential Pollutants Generated from Project Project Categories Sediments Nutrie Bts Heavy Metals Organic Compounds Trash & Debris Oxygen Deroandin g Substances Oil& Grease Bacteria & Viruses Pesticides Restaurant X X X X Attached Residential Dev. X X X P P X P = Potoitial pollutant X = Anticipated pollutant This table was compiled from the SUSMP manual. The anticipated secondary pollutants of concem include Sediments, Nutrients, Trash & Debris, Oxygen Demanding Substances, Oil & Grease, Bacteria & Viruses, and Pesticides. 5.0 IDENTIFICATION OF CONDITIONS OF CONCERN 5.1 Existing and Post-Constmction Drainage Table 2 below shows a Simamary of existing and post-constmction peak flow rates for the 2-year and 10-year rainfall events and water quality volume flow (WQV). These flows were developed using the most recent edition of the San Diego Coimty Hydrology Manual. The WQV was determined using the rainfall intensity of 0.2 in/hr, for flow-based BMPs. Refer to the drainage study in this report for more detailed information on the drainage pattems and discharge flows. Table 2. Summary of pre and post construction flow rates Storm Event 2-year 10-year WQV Roosevelt St. Post-Dev. 0.39 cfs 0.53 cfs 0.021 cfs Alley Post-Dev 0.35 cfs 0.47 cfs 0.019 cfs Roosevelt St. Pre-Dev. 0.39 cfs 0.53 cfs Alley Pre-Dev 0.35 cfs 0.47 cfs 6.0 STORMWATER MITIGATION MEASURES This project will not significantly alter existing drainage pattems along the site and will not divert runoff fi-om existing conditions. In addition, it will not increase the existing total impervious area and will not increase the total runoff discharging fi'om the site. Runoff from the building's roof gutters will discharge into landsc^ed planter areas wherever possible. Drainage flows will also be directed along walkway areas and then intercepted by catch basins fitted "Flo Guard Plus" media filter inserts by Kristar Enterprises, Inc., or equal for flow treatment control BMPs. The onsite BMPs will reduce the targeted pollutants of concem to the maximum extent practical prior to discharging the runoff into the street gutters and ultimately the Pacific Ocean. 6.1 Post-constmction BMPs Pollutants of concem described above will be addressed through Site Design, Source Control and Treatment Control BMPs. 6.2 Site Design BMPs The project was designed to reduce pollutants through effective site planmng and conservation of existing natural topography. • Post-development peak storm water nmoff discharge rates and velocities were controlled and maintained at pre-development rates. • Impervious surfaces were minimized to the maximum extent practicable. Developed impervious areas did not increase fi'om the pre-development total. • Directly connected impervious areas were minimized by draining rooftops into adjacent landscaping whenever possible. 63 Source Control BMPs Source control BMPs consist of measures to prevent polluted runoff. They include: • Preventive stormdrain system stenciling at the catch basin with the words: "NO DUMPING -1 LIVE DOWNSTREAM" • Proper design of trash Storage areas paved with an impervious surface, designed not to allow run-on fi'om adjoining areas, and screened to prevent offsite transport of trash. All trash containers will include lids that exclude rain, or a roof or awning used to minimize direct precipitation. • Signs will be posted inside the restaurant kitchen prohibiting the wash of floor mats or kitchen equipment fi'om draining into the parking lot or landscaping areeis. • A drip irrigation system will be used in all landscaped areas of this project. • Effective irrigation systems designed to have timing and application methods to minimize runoff of excess irrigation water into the storm water conveyance systems. The following methods shall be considered, incorporated and implemented: o Employing rain shutoff devices to prevent irrigation after precipitation, o Designing irrigation systems to each landscape area's specific requirements. 6.4 Treatment Control BMPs This project will use FLO-GARD Plus Media Filter Insert. By Kristar Enterprises, Inc. for treatment control BMPs. This media filter is the most effective for addressing the pollutants of concem and will better remove Pollutants of Concem for this Type of Development to the maximum extent practical. (See Attachment E for media filter performance information). The entire south side adjacent of the restaurant building is landscaped. This area will act as a Bio- Filter Swale for treatment of stormwater runoff. Other treatment BMPs, as recommended by the City of Carlsbad SUSMP manual, were also considered. However, due to site constraints including a very flat topography and the very low hydraulic head available (elevation of top of grate at the catch basin inlet is lower than the outlet point at the street gutter), the media filter proved to be the most effective. 7.0 IMPLEMENTATION & MAINTENANCE OF REQUIREMENTS After all project BMPs have been approved by the City Engineer, the owner/ applicant must ensure implementation and maintenance of the BMPs according to the processes outlined in the applicable sections for the project's discretionary actions and/or constmction permits. In addition, the owner /applicant shall comply with all pertinent items described in the City of Carlsbad's SUSMP. It shall be the responsibility of the Developer to maintain all BMPs in order to achieve the maximum pollutant reduction. The Developer shall devise a schedule of maintenance and submit to ihe City of Carlsbad's Engineering Department for approval. This schedule shall include periodic inspections of all Source Control BMPs. th All BMPs shall be inspected and repaired 30 days prior to October 15 each year and certified to the City Engineering Department for their readiness to receive runoff from the annual rainfall season. The Developer shall also provide the City of Carlsbad with an Operation and Maintenance Plan, prepared by the project proponent, satisfactory to the City Engineer. It shall be attached to the approved maintenance agreement. The Developer will also, provide to the City of Carlsbad as part of the maintenance agreement an executed access easement that shall be binding on the land throughout the life of the project, until such time that the storm water BMPs requiring access are replaced satisfactory to the City Engineer. 7.1 Operation & Maintenance Plan for Media Filter • Replace filter media/material at the beginning of rain season or as necessary when samrated with pollutants. • Inspect system for clogging before rain season starts and remove trash, debris, and other solids. • Service or replace defective system parts. Inspect after the first rain event and perfonn similar steps as above. After rain season, remove trash, debris, or oil accumulation fi-om the system. • The maintenance program will include the following key components: 1. REGULAR SWEEPING AND REMOVAL OF DEBRIS: Vehicle parking lot or walkway areas will be swept on a regular basis. Sediment and debris (litter, leaves, papers and cans, etc.) within the area, especially around the drainage inlet, will be collected and removed. The firequency of sweeping will be based on the amount of sediment and debris generated. 2. REGULAR INSPECTIONS: The catch basin, downspout, or trench drain filter insert will be inspected on a regular basis. The frequency of inspection will be based on pollutant loading, amount of debris, leaves, etc., and amount of mnoff. At a minimum, there will be three inspections per year. 3. CONDUCT OF THE VISUAL INSPECTION: a. Broom sweep around the inlet and remove the inlet grate. b. Inspect the filter liner for serviceability. If called for, the filter body will be replaced. c. Check the condition of the adsorbent pouches and visually check the condition of the enclosed adsorbent. If the surface of the granules is more than 50% coated with a daric gray or black substance, the pouches will be replaced with new ones. d. Check for loose or missing nuts (on some models) and gaps between the filter and the inlet wall, which would allow bypass of the filter during low flows. e. The filter components will be replaced in the inlet and the grate replaced. 4. CLEANING OUT THE FILTER INSERT: Regardless of the model of filter insert, the devices must be cleaned out on a recuning basis. The manufacturer recommends at least three cleanings per year - more in high exposure areas. For the Hydro-Cartridge filters, the filter must be cleaned when the solids level reaches close to the full tip. a. The Standard Filter, in most cases, can be cleaned out by removing the device from the inlet and dumping the contents into a DOT approved dmm for later disposal. If the oil-absorbent pouches need to be changed, the time to change them is immediately after dumping and before the filter is replaced in the inlet. b. Because of weight, method of installation and so forth, some filter inserts will be cleaned with the aid of a vector track. If necessary, the oil-absorbent pouches will be changed after the pollutants have been removed and as the filter is being retumed to service. 5. STENCILING Legibility of stencils and/ or signs at all storm drain inlets and catch basins within the project area must be maintained at all time. 6. MAINTENANCE LOG: Keep a log of all inspections and maintenance performed on the catch basins, trench drains, and filter inserts. Keep this log on-site. 7.2 Operation & Maintenance Plan for Grass Bio-FUter Swales and Landscaping The operational and maintenance needs of a Landscaping are: • Vegetation management to maintain adequate hydraulic functioning and to limit habitat for disease-carrying animals. • Animal and vector control. • Periodic sediment removal to optimize performance. • Trash, debris, grass trinmiings, tree pruning, and leaf collection and removal to prevent obstmction of a landscape areas so as not to prohibit their use as a BMP and monitoring irrigation equipment. • Removal of standing water, which may contribute to the development of aquatic plant communities or mosquito breeding areas. • Preventive maintenance on sampling, flow measurement, and associated BMP equipment and stmctures. • Erosion and stmctiu*al maintenance to prevent the loss of soil and maintain the perfonnance of all landscaping. Inspection Frequency The facility will be inspected and inspection visits will be completely documented: • Once a month at a minimum. • After every large storm (after every storm monitored or these storms with more than 0.50 inch of precipitation.) • On a weekly basis during extended periods of wet weather. Aesthetic and Functional Maintenance Aesthetic maintenance is important for public acceptance of storm water facilities. Functional maintenance is important for perfonnance and safety reeisons. Both forms of maintenance wdll be combined into overall Storm water Management System Maintenance Program. Aesthetic Maintenance The following activities will be included in the aesthetic maintenance program: • Grass Trimming: Trimming of grass will be done on all landscaped areas, around fences, at the inlet and outlet stmctures, and sampling stmctures. • Weed Control. Weeds will be removed through mechanical means. Herbicide will not be used because these chemicals may impact the water quality monitoring. Functional Maintenance Functional maintenance has two components: • Preventive maintenance • Conective maintenance Preventive Maintenance Preventive maintenance activities to be instituted for landscaped areas are: • Grass Mowing: Vegetation seed, mix within the landscaped areas, shall be designed to be kept short, to maintain adequate hydraulic fimctioning and to limit the development of faunal habitats. • Trash and Debris: During each inspection and maintenance visit to the site, debris and trash removal vsdll be conducted to reduce the potential for inlet and outlet stmctures and other components from becoming clogged and inoperable during storm events. • Sediment Removal: Sediment accumulation, as part of the operation and maintenance program at of landscaped areas, will be monitored once a month during the dry season, after every large storm (0.50 inch), and monthly during the wet season. Specifically, if sediment reaches a level at or near plant height, or interferes with flow or operation, it will be removed. If accmnulation of debris or sediment is determined to be the cause of decline in design performance, prompt action (i.e., wdthin ten working days) wdll be taken to restore the landscaped areas to design performance standards. Actions will include using additional fill and vegetation and/or removing accumulated sediment to correct channeling or ponding. Characterization and Appropriate disposal of sediment wdll comply wdth applicable local, county, state, or federal requirements. If the flow gradient changes, landscaped areas shall be re-graded and replanted wdth sod. • Removal of Standing Water: Standing water must be removed if it contributes to the development of aquatic plant commimities or mosquito breeding areas. • Fertilization and Irrigation: The vegetation seed mix is to been designed so that fertilization and irrigation is to be keep at a minimum. Elimination of Mosquito Breeding Habitats: The most effective mosquito control program is one that eliminates potential breeding habitats. Corrective Maintenance Corrective maintenance is required on an emergency or non-routine basis to conect problems and to restore the intended operation and safe function of all landscaped areas. Conective maintenance activities include: Removal ofDebris and Sediment: Sediment, debris, and trash, which impede the hydraulic functioning of landscaping and prevent vegetative growth, wdll be removed and properly disposed. Vegetation wdll be re-established after sediment removal. • Stmctural Repairs: Once deemed necessary, repairs to stmctural components of landscaping will be done within 10 working days. Qualified individuals (i.e., the designers or contractors) wdll conduct repairs where stmctural damage has occuned. • Embankment and Slope Repairs: Once deemed necessary, damage to the embankments and slopes of landscaped areas wdll be repaired wdthin 10 working days. • Erosion Repair: Where a reseeding program has been ineffective, or where other factors have created erosive conditions (i.e., pedestrian traffic, concentrated flow, etc.), conective steps wdll be taken to prevent loss of soil and any subsequent danger to the performance and use of landscaped areas as BMPs. There are a number of conective actions than can be taken. • These include erosion control blankets, riprap, sodding, or reduced flow through the area. Designers or contractors will be consulted to address erosion problems if the solution is not evident. Elimination of Animal Burrows • Animal bunows will be filled and steps shall be taken to remove the animal. If the problem persists, vector control specialists shall be consulted. Due to the threat of rabies, in some cases, the animal may need to be destroyed rather than relocated. If the BMP performance is affected, abatement wdll begin immediately. Othenvise, abatement wdll be performed annually in September. • General Facility Maintenance: In addition to the above elements of conective maintenance, general conective maintenance will address the overall facility and its associated components. If corrective maintenance is required for one component, then the other components shall also be inspected and maintained as needed. Maintenance Frequency The owner/applicant shall prepare and submit to the City of Carlsbad's Engineering Department for approval a maintenance indicator document. This document shall list the schedule of maintenance activities to be implemented for the project. Debris and Sediment Disposal Waste generated from the project is ultimately the responsibility of owner/applicant. Disposal of sediments, debris, and trash wdll comply wdth applicable local, county, state, and federal waste control programs. Hazardous Waste Suspected hazardous wastes wdll be analyzed to determine disposal options. Hazardous wastes generated onsite will be handled and disposed of according to applicable local, state, and federal regulations. A solid or liquid waste is considered a hazardous waste if it exceeds the criteria listed in the CCR, Title 22, and Article 11. 8.0 FISCAL RESOURCES The owner shall provide to the City of Carlsbad's Engineering Department an annual estimate for maintaining all BMPs. 9.0 SUMMARY/CONCLUSUIONS This SWMP has been prepared in accordance with the City of Carlsbad's SUSMP guidelines. It has evaluated and addressed the potential pollutants associated wdth this project and their effects on water quality. A sununary of the facts and findings associated wdth this project and the measures addressed by this SUSMP is as follows: • Post development flow and pollutants of concem wdll be addressed and controlled onsite by the development with Site Design BMPs; Source Control BMPs; and Treatment Control BMPs. These BMPs wdll remove the Pollutants of Concem, as listed in Section 4.3 of this SWMP, to the maximum extent practical. • The re-development wdll not significantly alter drainage pattems on the site. • The project's impervious area will not exceed the pre-development total. This report was prepared by: Danny Abada, P.E. Date: 6/2/2006 10 ATTACHMENT A > < > > SEE OI17 MAP tz ,„ -aServrf Change to 11x17 Pnnt Size Show Grid Lines XISGS Carlsbad, Califomia, United States 01 Jul 1975 Change to Landscape ^ ^ \- ^ j»^y^ 4sr ; Ariii5' arid Navy 'i^^ lh .... CARLSBAD H> -».5Km Image courtesy of the U.S. Geoiogicai Survey © 2004 Microsoft Corporation, Terms of Use Privacy Statement http://tenaserver.microsoft.comyT>rintImage.aspx?T=2&S=12&Z-ll&X=583&Y=4586&... 5/30/2006 13 ATTACHMENT B storm Water Standards 4/03/03 VI. RESOURCES & REFERENCES APPENDIX A STORM WATER REQUIREMENTS APPLICABILITY CHECKLIST Complete Sections 1 and 2 of the following checklist to detemnine your project's permanent and construction storm water best management practices requirements. This form must be completed and submitted with your permit application. Section 1. Permanent Storm Water BMP Requirements: If any answers to Part A are answered "Yes," your project is subject to the "Priority Project Permanent Storm Water BMP Requirements," and "Standard Pemianent Storm Water BMP Requirements" in Section III, "Permanent Storm Water BMP Selection Procedure" in the Storm Water Standards manual. If all answers to Part A are "No," and any answers to Part B are "Yes," your project is only subject to the "Standard Pennanent Storm Water BMP Requirements". If every question in Part A and B is answered "No," your project is exempt from permanent stomn water requirements. Part A: Determine Priority Project Permanent Storm Water BMP Requirements. Does the project meet the definition of one or more ofthe priority project categories?* Yes No 1. Detached residential development of 10 or more units 2. Attached residential development of 10 or more units 3. Commerdal deveiopment greater than 100,000 square feet 4. Automotive repair shop X 5. Restaurant )( 6. Steep hillside development greater than 5,000 square feet y 7. Project discharging to receiving waters wrthin Environmentally Sensitive Areas •/ 8. Parking lots greater than or equal to 5,000 fl^ or with at least 15 parking spaces, and potenfially exposed to urban mnofF V 9. Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater * Refer to the definitions section in the Stomi Water Standards for expanded definitions of the priority project categories. Limited Exclusion: Trenching and resurfacing work associated with utility projects are not considered priority projects. Paricing lots, buildings and other stmctures assodated 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. 30 16 ATTACHMENT C I. INTRODUCTION This hydrology report is prepared for a Site Plan prepared by Spear & Associates, Inc. The site is located at 560-562 Carlsbad Village Drive, Carlsbad, CA 92008 The site is zoned CLA and the project consists of redeveloping an existing commercial site wdth a mixed use project containing a 1,670 square foot restaurant, 6,502 square feet of office space and three condominium units. We have used the County of San Diego Hydrology Manual (June 2003) to determine the run-off from the site for the 2, and 10 year storm events. Also the storm event that would produce an intensity of 1=0.2 in/hr (WQV). Based on the soil hydrologic map in appendix A of the County Hydrology Manual, the project soil uniformly consists of type B across all sub areas. IL DISCUSSION This project will not significantiy alter existing drainage pattems along the site and wdll not divert runoff from existing conditions. Total post development impervious areas and total nmoff discharging from the site wdll not exceed the pre-development amounts. Runoff from the building's roof gutters wdll discharge into landscaped planter areas wherever possible. Drainage flows wdll also be directed along walkway areas and then intercepted by catch basins fitted "Flo Guard Plus" media filter inserts by Kristar Enterprises, Inc., or equal for flow treatment control BMPs. The proposed post development source control and treatment control BMPs, as shown in the stormwater management plan, will protect water quality and mitigate water quality objectives to the maximum extent practicable, prior to discharging the runoff into the street gutters and ultimately the Pacific Ocean. Summary of pre and post development flow rates Storm Event 2-year lO-year WQV Roosevelt St. Post-Dev. 0.39 cfs 0.53 cfs 0.021 cfs Alley Post-Dev 0.35 cfs 0.47 cfs 0.019 cfs Roosevelt St. Pre-Dev. 0.39 cfs 0.53 cfs Alley Pre-Dev 0.35 cfs 0.47 cfs a c g (0 .*-< "5. 'o a> Q. < O E (0 < o o o DH HI o c > UJ V. :>» CM (0 5 n: 1 m o o •g a: a. LU O Q. 0 Q- 1 => o .2 O - < UJ rf to a> CM T- CO ood ^r ^ h«- h-; CO cd cd in lo to CM CM CM CO ^ o O CD T- d d Q CD o o d d O) CM in o o CD d CO 00 d d o oc ^ ^ (f> CO CO £ (D 0 > > > <D (1) (D (0 CO (O o O o - O O DC Qc: _ CM" iS Q. QL O < OQ CO CD 0> 1^ IO T- q c> p CO d c> o' c> d 't h. ^s.. IV. rs. cd cd cd cd cd in in in m in CM CM CM CM CM CM CM CM O) OOOOO d d d d d 'sr CM CM CM oooo d d d d in CD CS CO -sf T- CM CM oooo d d d d CO CO 00 CO d d d d ^r "sr 0) < 0) 0) < < < 5 o O Q LU U- (/) a c g +-« (0 -t-< Q. O a? Q. < O E CO o o c o > UJ V- ^ a: ^ LU g § .2 _ O .ts X _j "5 ^ o 2 DC O o a o o > o T3 C 3 DC LU Q. Q. 3 CO IO CO d d h- cd cd in CM in CM o a o d d o T— CD o d d CO CO d d 00 00 d d •r— (0 Roosevelt Alley 0) CO CO o o CM "CD c CD >» O) o e X >% c 3 o O o u> Q •'^ r- E S i; CO ^ • • CD O <D c a CO (D O DC DC CO CD c O (0 O c o CO Q. O 2> Q. < O E CO < o o o c > UJ IU :>« o T— (0 Ig O DC O "O o a o > o o QC UJ DC LU Q-Q. CM T- CO CO CM IO ddd 00 CO CM CD T- O T- o d d d d d o> o> o> q q q iri iri iri ooo CD ^ o o o T- d d d CD o o d d 0> CM r«- in o o d d 00 00 d d *J *J CO CO CO 0) 0) > > > fl) 0) (D (0 (0 (0 o OOo o o ^ QC QC ^ CM" iS Q. Q. P < CQ 0)0)0)0)0) q q q q q iri iri iri iri iri OOOOO rs- h-. 1^ '^t CM CM CM CJ) OOOOO d d d d d CM CM CM oooo d d d d in O) C3> CO •sr T- CM CM oooo d d d d 00 00 00 00 d d d d •^t Tj- "Sf o >> >» >^ >» 5 _g) 0) <D 0 ^ < < < < 3 O O Q LU U_ 0) > Ui (0 O o o "O 0> a o o > o TJ c C g (0 •g. o Q. < O E u CO < O o o QC Ul _ 5 .2 O .ts X _i •a O 5 < 111 QC QC UJ Q- £L 3 CO IO d O) o in O) o in o o o T— d O) o o d O) o d CO d CD d 00 d 00 d CO fl) > fl> (0 o o QC 0) >» fl) 0} cn CO o o CM lo c (0 o o •D >» X >^ -»—' c Z3 o O o O) b O £ ^ CD c a 0 CD C o cs 0 O DC DC CO o CO 00 T-T- O CM ooo ddd 1^ CO IP <^ a> o o o O T- OOOOO d d d d d ooo CM CM CM ddd OOOOO CM CM CM CM CM d d d d d < O E CO < o CD O O O t— ddd CM CM CM CJ) OOOOO d d d d d CD -sf o o d d -sr CM CM CM oooo d d d d o o CM d 2 O) CM in o o d d m CD CJ) CO "Sf- T- CM CM oooo d d d d 0 E O •P CD O QQ O 00 oo d d 00 00 00 00 d d d d c o O O I- DC UJ c 3 ^ 75 LU o a: o Q. s CO 3 V) QC UJ Q- Q. D *J *J CO CO CO *; 0 0 > > > © 0 0 tf) </) 0) O o o o o o or DC QC ^ CM" V-" iS D. Q_ O < CQ J0 _0 0 0 ^ < < < < 5 o O Q UJ U. CO CM d S 1 75 0 Q (D W fl) I ^ O 0 E QC o a o .. ts SP a> ea CO OH «r> .-I vo m Tl- OOO I O vo <N m m Tj- ooo ON (S O rf VO OOOO «n oo Tf t-^ Tf rJ" «n v> vo O o ON tv Ov CNI >n «n QO oo 00 oooo O Ov VO vo o' d a 8 u to Q a 'o W5 CO 0 00 00 i-« Tf Tf tv (v tv 00 OO OO 00 d d d d d d O) Tf |v OOI 00 OO 00 O tv Tf <S fS f*^ 00 00 Tf d d d d «n so tn vo d d vo tv vo t^ OOO m fv 00 00 d d » o o o ts o Tf Tf o «n •n vo O O oo 00 O o ON Ov I I o U I I oi y •5 ^ 8 Q o 0!^ Q 1 •s I Cfl I I tf! Q o t2 S .5 > -S r 8.2 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology smdies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed smdy. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Namral 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 'See Table 3-1 for more detailed description 3-12 ZZ Initial Time of Concentration Location Initial L (ft) Slope Initial T (min) total L (ft) total T (min) A 50 1% 4.1 65 4.1 B 50 1% 4.1 70 4.1 0 50 1% 4.1 65 4.1 D 45 1% 4.1 45 4.1 E 40 1% 4.1 40 4.1 F 45 1% 4.1 46 4.1 (fl 0) TJ § TJ O C Zi Tf y g g rog x: Q.I" cr^ d) c CO £ c JE •fii tn ta o - Ifll i lisfl I 'Iff ^ P k_ o ^ u..So.e < .C in Si cF (t> a> g c .2 IS? w -5. ® •a 5 O .5* Q. *— «> .£ JC o Q. C T C ^ .2 x: B ? Q. D U c o 1 C II "5 £ p - Q. C (0 «.2 £ 0} CD S i CL O to ^ io CO — — tc Tf CM «. 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County .91.911 .oe.9ii .9K9U .00./u sum .OC./U 2,g •pa .9U9U .0C.9U .00./It .9I../11 .OC./U o Imperial County .91.91.1- .0C.911 .9f.9U .00./U .9U/U .oe,/n. ATTACHMENT D ^0 iz; O H o 1^ H o 2 ^ o u c/3 .2 ll 5 I I .9 I s. ^1 as 5 ^ i I ^1 Iif ^ ti 41 I. B, 1 fi s j il S K < I < I I e I I ^ •g 11 ' 5 o o fit] ^1 TABLE 1 - 2. HYDROLOGIC UNrrS, AREAS (HA) AHD SUBAREAS (HSA) OF THE SAN DIEGO REGION HYDROLOQIC BASIN BASIN NUMBER HYDROLOQIC BMOi 1.00 SAN JUAN HYDROLOGIC UWT 2.74 Burnt HSA 1.10 HA 2.80 Aguanga HA 1.11 San Joaquin HWs HSA 2.81 VaB HSA 1.12 Laguna Beach HSA 2.82 DevHs Hole HSA 1.13 Aliso HSA 2.83 Redec HSA 1.14 Oana Pmnt HSA 2.84 Tule Creek HSA 1.20 Mission Viejo HA 2.90 Oakgrove HA 1.21 Oso HSA 2.91 Lower Cuip HSA 1.22 Upper Trabuco HSA 2.92 Previtt Canyon HSA 1.23 Middle TratKico HSA 2.93 Dodge HSA 1.24 GotMmadora HSA 2.94 Chihuahua HSA 1.26 Upper San Juan HSA 1.26 Midifle San Juan HSA 3.00 SAN LUIS REY HYDROLOGIC UNHT 1.27 Lower San Juan HSA 3.10 Lower San Luis hIA 1.28 Ortega HSA 3.11 Misston HSA 1.30 SanCimnente HA 3.12 BonsaH HSA 1.31 Prima Desheeha HSA 3.13 Moosa HSA 1.32 Segunda Desheeha HSA 3.14 Valey Center HSA 1.40 San Mateo Canyon HA 3.15 Woods HSA 1.50 San Onofre HA 3.16 Rincon HSA 1.51 San Onofre Valiey HSA 3.20 Monserate HA 1.52 Las Pulgas HSA 3.21 Pala HSA 1.53 Stuart HSA 3.22 Pauma HSA 3.23 La Jolla Amago HSA 2.00 SANTA MARGARTTA HYDROLOGIC UNrr 3.30 Wamer Valiey HA 2.10 Ysidora HA 3.31 Wamer nSA 2.11 Lower Ysidora HSA 3.32 Combs HSA 2.12 Chappo HSA 2.13 Upper Ysidora HSA 4.00 CARLSBAD i^YDROLOGIC UNIT 2.20 DeLuz HA 4.10 Loma Atta HA 2.21 DeLuz Creek HSA 4.20 Buena Vista Creek HA 2.22 GavRan HSA 4.21 B Salto HSA 2.23 Vallecitos HSA 4.22 Vista HSA 2.30 Murrieta HA 4.30 Agua Heflfonda HA 2.31 Wildomar HSA 4.31 Los Monos HSA 2.32 Murrieta HSA 4.32 Buena HSA 2.33 French HSA 4.40 &KMnas HA 2.34 Lower Domenigoni HSA 4.50 San Marcos HA 2.35 Domenigoni HSA 4.51 Batiquitos HSA 2.36 Dianrtond HSA 4.52 Richland HSA 2.40 Auld HA 4.53 Twin Oaks HSA 2.41 Bachelor Mountirin HSA 4.60 Escondido Creek HA 2.42 Gertrudis HSA 4.61 SanBiio HSA 2.43 Lower Tucalota HSA 4.62 Escondkto HSA 2.44 Tucaiota HSA 4.63 Lake Wohlford HSA 2.50 Pechanga HA 2.61 Pairiia HSA 5.00 SAN DIGGUrrO HYDROLOGIC UNfr 2.52 Wolf HSA 5.10 Solana Beach HA 2.60 Wilson HA 5.11 Rancho Santa Fe HSA 2.61 Larwaster Valley HSA 6.12 La Jolla HSA 2.62 Lewis HSA 5.20 Hodges HA 2.63 Reed Valley HSA 5.21 Del Dios HSA 2.70 Cave Rocks HA 8.22 Green HSA 2.71 Lower Coahcdia HSA 5.23 Felicita HSA 2.72 Upper Coahuila HSA 5.24 Bear HSA 2.73 Araa HSA INTRODUCTION 1-5 September .8.1994 3Z Lagoon which lies totally within the Camp Pendleton Naval Reservation of the U.S. Marine Corps. The slough at the mouth of the river is normaUy closed off from the ocean by a sandbar. The major surface water storage areas are Vail Lake and O'Neill Lake. Annual precipitation ranges from less than 12 inches near the coast to more than 45 Inches inland near Palomar mountain. The San Margarita Hydrologic Unit is comprised of the following nine hydrologic areas; the Ysidora, Deluz, Murrieta, Auld, Pechanga, Wilson, Cave Rocks, Aguanga, and Oak Grove Hydrologic Areas. San Luis (S.00) Rey Hydrologic Unit San Luis Rey Hydrologic Unit is a rectangular area of about 565 square miles, and indudes the population centers of Oceanside, and Valiey Cemer, and portions of Fallbrook and Camp Pendleton. In addition there are several Indian reservations in the unit. The major stream system, the San Luis Rey River, is imerrupted by Lake Henshaw, one of the largest water storage areas in the San Diego Region. Annual precipitation is heavier than in other units, ranging from less ^an 12 inches near the ocean to 45 inches near Palomar moumain. The San Luis Rey Unit contains two coastal lagoon areas, the mouth of the San Luis Rey River and Loma Alta Slough. The mouth of the San Luis Rey River is entirely within the city of Oceanside and Is adjacent to the city's northern boundary. The siough area at the mouth of the river is contiguous with Oceanside harbor. Loma Alta Slough is entirely within the city of Oceanside and is the mouth of Loma Alta Creek. The slough is normally blocked off from the ocean by a sandbar. The San Luis Rey Hydrologic Unit is comprised of the foilowing three hydrologic areas; the Lower San Luis. Monserate and Wamer Valley Hydrologic areas. Carfobad Hydroiosvc Unit (4.00) Carisbad Hydrologic Unit is a roughly triangular- shaped area of about 210 square miles, extending from Lake Wohlford on the east to the Pacific ocean on the west, and from Vista on the north to Cardiff- by-the-Sea on the south. The unit inciudes the cities of Oceanside, Carlsbad, Leucadia, Encinitas, Cardiff-by-the-Sea, Vista, and Escondido. The area is drained by Buena Vista, Agua Hedionda, San Marcos and Escondido creeks. The Carlsbad Unit contains four major coastal lagoons; Buena Vista, Agua Hedionda, Batiquitos and San Elijo. Buena Vista lies between the crUes of Carlsbad and Oceanside, and is partially within each city. A sandbar occasionally forms across the mouth forming an ocean beach. The water lev<^ in the lagoon is maintained by an inflow of rising groundwater and return irrigation water from the area upstream on Vista Creek. A portion of the lagoon has been designated as a bird sanctuary. Agua Hedionda Lagoon, at the mouth of Agua Hedionda Creek, is within the city of Carisbad. The lagoon is routinely dredged to keep it open to the ocean. The lagoon serves as an integral part of a utiiity's power plant cooling water intake system and aiso provides a reserve cooling water supply. The easterly portion of the lagoon Is used for water oriented recreation. Batiquitos Lagoon, at the mouth of San Marcos Creek, enters the Pacific Ocean between the city of Carisbad and the unincoiporated community of Leucadia. Saii Elijo Lagoon is the tidal marsh at the mouth of Escondido Creek. The marsh is normally closed off from the ocean but is subject to tidal fluctuations. The Cartsbad Hydrologic Unit Is comprised of the following six hydrologic areas; the Loma Alta, Buena Vista Creek, Agua Hedionda, Encinas, San Marcos and Escondido Creek Hydrologic Areas. San Dieguito Hydrotos^c Unit (5.00) San Dieguito Hydrologic Unit is a rectangular-shaped area of about 350 square miles. It includes the San Dieguito River and its tributaries, along with Santa Ysabel and Santa Maria creeks. The unit contains two major reservoirs - Lake Hodges and Sutheriand, and a smaller facility, the San Dieguito Reservoir. The unit contains one coastal lagoon, the San Dieguito Slough, located at the mouth of the San Dieguito River, which forms the northerly edge of the city of Del Mar. The lagoon is normally ctosed off from the ocean by a sandbar. The San Dieguito Hydrologic Unit is divided into five hydrologic areas; the Solana Beach, Hodges, San Pasqual, Santa Maria Valley and Santa Ysabel Hydrologic Areas. INTRODUCTION 1-8 Septen^ier 8, 1994 ATTACHMENT E 34' no(3iard(8>+Plus Rlter installed SPEORER CHART Model No, inlet WMtti SoHds Storage RItered Row Total Bypass Model No, (Hi)* Cwadty (cufl) (cfe) Cap. (cfs) FGP-24a 24 0.9 0.8 5.6 30 1.1 1.0 B.7 36 U 12 7J FGP42a 42 1J6 1.4 8^ FGfMaa 48 IJ 1.5 9.9 FGP^Oa eo 23 1.8 11.6 FGF^Oa 72 2.8 22 13.8 pGp-r.oa 84 32 25 15.9 PGp^oa 96 3.7 29 18.0 FGP>1(M)a 120 46 3i> 21.9 FGP-120a 144 5.6 42 26.2 FGP-14jOa 168 65 49 sai FGP-16j0a 192 7JS 5.6 344 FGP-ISJXa 216 SJS 62 38L2 FGP-21JX:i 2S2 9.7 7.2 443 FGP-28.0a 336 110 9L5 5&6 *IDimensk)ns shown are approximate - submit exact measurements >Nhen ordering NOIES: 1. Storage (apadlyrafleclB 80% of maxiinum soHds coHedion prior to hnpsdbig NHnliiy bypass. 2. FMerad flow late includes a saMytetar (If 2. 3. FiaGttdeifPlus Catch Basin FWerinsertB ara awaHabie hi ttie StandanI sizss (see above) or in custom aiaes. Cal tor dtttlto on custom sin Inserts. i, AwiMatihj'WilhracessediBOMntpactafleincludfciBflbetslass tray aloMing mainlsnanoe aoossB itam manlMle. & FioGardeMflusfiHsrlnssrtssiiouMbeussdinoonjunclian with a raQutar maintanence pragnm. Reierto manufadurei's recommended maMenanoe guideines. USPATEhfT FLOGARDs •fPLUS CATCH BASIN FILTER INSERT (Curb Mount) CURB INLET KriSar Enterprises, ina, Santa Rosa, CA (800) 579-8819 09/06 55 no-Garci<f1us Filter instgile:! FloGard^ +Plus A multipurpose catch basin insert designed to capture sediment, debris, trash & oils/grease from low (first flush) flows. A (dual) high-flow bypass allows flows to bypass the device while retaining sediment and larger floatables (debris & trash) AND allows sustained maximum design flows under extreme weather conditions. FloGard® -i-Plus Inserts are available in sizes to fit most industry-standard drainage inlets (...flat grated, combination, curb and round inlets). FloGard® +Plus catch basin inserts are recommended for areas subject to silt and detxis as well as low to moderate levels of petroleum hydrocarbon (oils and grease). Examples of such areas are vehicle parking lots, aircraft ramps, truck and bus storage yards, corporation yards, subdivision streets and public streets. Standard Filter Fabric Prope Property mes* Test Method Units Value Mass/Unit Area ASTM 05261 190 (5.6) Grab Tensile Strength ASTM 0 4632 N(lbs) 890(200) Grab Tensile Ek)ngatk>n ASTMD 4632 % 10 Tear Strength ASTMD 4533 N(lbs) 330(75) Puncture Strength ASTMD 4833 N(lbs) 440(100) Burst Strength ASTMD 3786 kPa (psi) 3097(450) Permittivity ASTM D 4991 sec 2.14 Flow Rate ASTM 0 4491 l/min/m^ (gal/min/ft^) 5907 (145) Apparent Opening Size ASTM D 4751 mm (U.S. Sieve) 0.425 (40) Ultraviolet Stability ASTM D 4355 % 90 *also available with custom fabrics and stainless steel screens Questions? Contact Kristar at (800) 579-8819. 03/05 3(e ABOU I lis •V STORMWATER TREATMENT PRO Course of Comtruction Smdtmmnt Controi Infet Protection Inlet Filtration Post Constructl ty Specialty j lion ProdMCts J Flo-Gard^'' Downspout Filter •27 E/24/2005 Flo-Gard™ Downspout Filter A multi-model building-mounted filter designed to collect particulates, debris, metals and petroleum hydrocarbons from rooftop stomiwater runoff. The working chamber of the Downspout Filter is made of a durable dual-wall geotextile fabric liner encapsulating an adsorbent which is easily replaced and provides for flexibility, ease of maintenance and economy, it is designed to collect particulates and debris, as well as metals and petroleum hydrocarisons (oils and greases). As with all Flo-Gard'^ filters, the Downspout Filter periderms as an effective filtering device at low flows ("first flush") and, because of the built-in high flow bypass, wili not impede the system's maximum design flow. Flo-Gard'™' Downspout Filters are available in sizes to fit common sizes of downspouts and may be mounted In (recessed) or on (flush) a wall. Flo-Gard*^ Downspout Filters are recommended for ultra-urban sites with little to no property area outside of the building perimeter. Examples of such areas are downtown buildings and parking garages. See full specifications for details. 05/03/04 3^ GENERAL SPECIFICATIONS FOR MAINTENANCE OF FLO-GARD™ DOWNSPOUT FILTERS SCOPE: Federal, State and Local Clean Water Act regulations and tiiose of insurance carriers require that stormwat^ filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efiBciently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These Specifications apply to the Flo-Gard™ Downspout Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommaids that instaUed Flo-Gard™ Downspout Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended tiiat each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas witii a definite rainy season: Prior to, during and Mlowing tiie rainy season. 2. For areas subject to year-round rainfell: On a recurring basis (at least three times per year). 3. For areas with winter snow and summer rain: Prior to and just afl:er the snow season and during the summer rain season. 4. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than tiiree times per year). SERVICE PROCEDURES: 1. The Downspout Filter shall be visually inspected for defects and possible leakage. Prior to opening, the area around the filter should be protected with waterproof drop cloths extending in at least a 5-foot radius. 2. The Downspout Filter access door shall be opened. The filter tray shall be carefiilly pulled out using the handle and set on the floor over a drop cloth. 3. The collected materials in the upper filter shall be inspected, and thai removed from the liner using an mdustrial vacuum or by dumping into an appropriate DOT apjwoved container. 4. When all of the collected materials have been removed from the upper filter, it shall be removed to allow access to the lower filter medium. 5. Hie filter liner, gaskets, stainless steel frame aud mounting brackets, etc. shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made OD the Maintenance Record. More extensive deficiencies that afifect the efBciency of tiie filter (tom liuer, door gasket damage, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with tiie Maintenance Record. 6. The lower filter medium shall be inspected for defects and continued serviceability and replaced as necessary. See below for disposal. 7. The filter components and tray shall be replaced in the housing and the door closed and secured. EXCHANGE AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED ©EBMIS The frequency of filter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During tiie appropriate service, or if so detennined by the service technician during a non-scheduled service, tiie filter medium will be replaced with new material and the exposed adsorbent placed in a DOT approved container, along witii the exposed debris. Once the exposed pouches and debris have been placed in the ccmtainer, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. Note: As the generator^ the landowner is ubbnaiefy responsible for the proper dl^osal of tlie exposed filter medium and debris. Because the maierials likefy contain petroleum hydrocarbons^ heavy meUUs and other harmful pollutants^ the materials must be treated as an EPA Class 2 Hazardous Waste and properfy disposed of. DPS relieves the landowner of the actual disposal task, and provides certification of its congrletion in accordance with iqrpropriate regulaHom, DPS also lias the capability of servicii^ all manner of storm drain filters, catch basin inserts and catch basins witiiout inserts, underground oU/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified teclmicians and are confined space trained and certified. Call us at (888) 950-8826 for further information and assistance. 05/04/04 4o Model No. JnletID (India.) Box Dim. (in X in X in) Solids Storage Capacity (cuft) Filtered Row (cfe) Total Bypass Cap. (ds) FG-DS4 4 14x24x7.5 0.35 0.35 1.15 FG-DS6 6 14x24x7.5 0.35 0.35 1.15 FG-DS8 8 22 x 28x17.5 2.60 1.40 4.35 FG-DS10 10 22x51x17.5 5.20 2.80 4.35 NOTES: 1. Storage capacity reflects 80% of majdmum solids coUection prfor to impeding flHsring bfpass. 2. RIteiedflowrateihcludesasalistylactorofZ. 3. HoGard Downspout Fiiters are available with standard Fossil Rodt or zeolite adsorbent . Call for detaite on specialty adsoribents. 4 Fio-Gard'tPlus filter inserts should be used in conjunction with a regtdar maintenance (nrogram. Referto manuKactuier'a recommended maintenance guideiines. [IS PATENT PEIVONG TM DOWNSPOUT FILTER KriStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 4( Ro-Gard™ Dcwwispout Filta^ 24" spacing Flexibie Pipe Couplings NOTES: 1. Flo43ard™ Downspout Fliter is available to fit most Industry^ . standard dovunspouts (see spedflcaUons). 2. Fitter Insert shall have adequate bypass capacity to altow . downspout to fkmunimpeded at all times. 3. Filter assembly shal! be oonstucted from stainless steel (TVpe304). 4. Filta* medium shall be zeolite insteiled arxi maintained in accordance vWth manuiiacturer recanmendations. US PATENT TM (Wood Framing Recessed Installation) KriStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 jD6/04 ATTACHMENT F ^5 CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, OA 1441 Montiel Road Suite 115 Escondido, CA 92026 (760) 746-4955 (760) 746-9806 FAX RIVERSIDE, CA 12155 Magnolia Ave. Suite 60 Riverside, CA 92503 (951) 352-6701 (951) 352-6705 FAX VENTURA, CA 1645 Pacific Ave. Suite 107 Oxnard, CA 93033 (805) 486-6475 (805) 486-9016 FAX TRACY, CA 242 W. Larch Suite F Tracy, CA 95376 - (209) 839-2890 (209) 839-2895 FAX SACRAMENTO, CA 3628 Madison Ave. Suite 22 N. Highlands, CA 95660 (916) 331-6030 (916) 331-6037 FAX N. PALM SPRINGS, CA 19020 N. Indian Ave. Suite 2-K N. Palm Springs, CA 92258 (760) 329-4677 (760) 328-4896- FAX PRELIMINARY GEOTECHNICAL REPORT PROPOSED ROOSEVELT CENTER BETWEEN CARLSBAD VILLAGE DRIVE AND ROOSEVELT STREET CARLSBAD, CALIFORNIA PREPARED FOR: 560 CVD, LLC ATTENTION: RICK WOOLSEY 1015 CHESTNUT AVENUE, #F2 CARLSBAD, CALIFORNIA 92008 PREPARED BY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 CTE JOB NO. 10-8369G MAY 15, 2006 GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING TABLE OF CONTENTS SECTION PAGE INVESTIGATION SUMMARY 1 1.0 INTRODUCTION AND SCOPE OF SERVICES 2 1.1 Introduction 2 1.2 Scope of Services 2 2.0 SITE DESCRIPTION 3 3.0 FIELD AND LABORATORY INVESTIGATIONS 3 3.1 Field Investigation 3 3.2 Laboratory Investigation 4 4.0 GEOLOGY 4 4.1 General Setting 4 4.2 Geologic Conditions 5 4.2.1 Quatemary Terrace Deposits 5 4.3 Groundwater Conditions 5 4.4 Geologic Hazards 6 4.4.1 General Geologic Hazards Observation 6 4.4.2 Local and Regional Faulting 6 4.4.3 Site Near Source Factors and Seismic Coefficients 6 4.4.4 Liquefaction Evaluation and Seisniic Settlement Evaluation 7 4.4.5 Tsunamis and Seiche Evaluation 8 4.4.6 Landsliding or Rocksliding 8 4.4.7 Compressible and Expansive Soils 8 4.4.8 Corrosive Soils 9 5.0 CONCLUSIONS AND RECOMMENDATIONS 9 5.1 General 9 5.2 Site Preparation 9 5.3 Site Excavation 10 5.4 Fill Placement and Compaction 10 5.5 Fill Materials 11 5.6 Temporary Construction Slopes 11 5.7 Foundations and Slab Recommendations 12 5.7.1 Foundations 12 5.7.2 Foundation Settlement 13 5.7.3 Foundation Setback 13 5.7.4 Interior Concrete Slabs 14 5.8 Lateral Resistance and Earth Pressures 14 5.9 Exterior Flatwork 15 5.10 Drainage 16 5.11 Vehicular Pavements 16 5.11.1 Asphalt Concrete Pavement 16 5.11.2 Portland Cement Concrete Pavements 17 5.12 Slopes 18 5.13 Construction Observation 19 5.14 Plan Review 19 6.0 LIMITATIONS OF INVESTIGATION 20 FIGURES FIGURE 1 INDEX MAP FIGURE 2 EXPLORATION LOCATION AND GEOLOGIC MAP APPENDICES APPENDIX A APPENDIX B APPENDIX C APPENDIX D REFERENCES CITED EXPLORATION LOGS LABORATORY METHODS AND RESULTS STANDARD GRADING SPECIFICATIONS Preliminary Geotechnical Report Page I Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Street, Carlsbad, Califomia Mav 15, 2006 Job No. 10-8369G INVESTIGATION SUMMARY Our investigation was performed to provide site-specific geotechnical information for the proposed Roosevelt Center between Carlsbad Village Drive and Roosevelt Street, Carlsbad, Califomia. The general site location is shown on Figure 1. It is our understanding that the proposed development will consist of the partial or total demolition of existing stmctures and the constmction of a new, three-story, wood-frame, commercial structure and associated improvements. The preliminary findings from our field investigation indicate that Quatemary Terrace Deposits were found to underlie the site. Quatemary Terrace Deposits extended to a depth of 15.0 feet below existing grade, the maximum depth of our explorations. These materials are considered adequate for support of the proposed construction provided preparatory grading is conducted as recommended herein. Groundwater was not identified in any of the borings advanced at the site, and is not expected to affect the proposed development provided appropriate surface drainage is designed, constructed, and maintained. San Diego County is an area of known moderate to high seismic risk, but no specific significant geologic and seismic hazards to the site were identified during this investigation. Based on the geologic findings and reference review, no active surface faults are known to exist at the site. Preliminary Geotechnical Report Page 2 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26. 2006 Job No. 10-8369G Based on the results of our investigation, laboratory testing, and engineering evaluation, the proposed project is feasible provided the recommendations presented in this report are implemented. 1.0 INTRODUCTION AND SCOPE OF SERVICES 1.1 Introduction This report presents the results of our geotechnical investigation and provides conclusions and geotechnical engineering criteria for the proposed development. The proposed development will consist of the partial or total demolition of existing structures and the constmction of a new, three-story, wood-frame, commercial structure and associated improvements. Our investigation included field exploration, laboratory testing, geologic hazard evaluation, and engineering analysis. Specific recommendations for excavations, fill placement, and foundation design for the proposed improvements are presented in this report. Cited references are presented in Appendix A. 1.2 Scope of Services The scope of services provided included: • A review of available geologic and soils reports pertinent to the site and adjacent areas. • An exploration of subsurface conditions by advancing two exploratory borings with a hollow stem drill rig, collection of undisturbed and disturbed soil samples, and geologic logging of the borings. • Laboratory testing of representative soil samples to provide data to evaluate the geotechnical design characteristics of the soils. • Definition of the general geology and evaluation of potential geologic hazards at the site. • Soil engineering design criteria for the proposed improvements. Preliminary Geotechnical Report Page 3 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26, 2006 Job No. 10-8369G • Preparation of this summary report of the investigations performed including geotechnical constmction recommendations. 2.0 SITE DESCRIPTION The subject site currently consists of a small retail shopping center and adjacent parking lot located at the northwest comer of Carlsbad Village Drive and Roosevelt Street in Carlsbad, Califomia. Land use in the site area is primarily commercial and residential. Topographically the site is relatively flat with elevations ranging from approximately 100 feet above mean sea level (msl) at the northwest comer to approximately 104 feet msl on the east. The general configuration of the subject site, including proposed development and exploratory boring locations, are shown on Figure 2. 3.0 FIELD AND LABORATORY INVESTIGATIONS 3.1 Field Investigation Our field explorations were conducted on April 20, 2006, and included a visual site reconnaissance and the advancement of two soil borings. The soil borings were located within accessible areas of the drilling equipment and advanced to evaluate the condition of the underlying soil materials. The borings were excavated using a CME-75 Hollow - Stem drill rig with eight-inch augers. Select "undisturbed" soil samples were collected using a modified Califomia sampler and disturbed soil samples were collected with a Standard Penetration Test (SPT) sampler, and as bulk samples that were collected from the drill cuttings and stored in burlap sample bags. Preliminary Geotechnical Report Page 4 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26, 2006 Job No. 10-8369G Soils were logged in the field by a geologist from CTE and visually classified using the Unified Soil Classification System. Geotechnical soil samples were collected and transported to CTE's Certified Geotechnical Laboratory in Escondido, Califomia for analysis. The field descriptions have been modified, where appropriate, to reflect laboratory test results. Exploration logs including descriptions of the soils encountered are included in Appendix B. 3.2 Laboratorv Investigation Laboratory tests were conducted on representative soil samples for classification purposes and to evaluate soil physical properties and engineering characteristics. Soil samples were analyzed for In Place Moisture and Density, Particle-Size Analysis, Modified Proctor, R-Value, and Chemical Analysis. Test method descriptions and laboratory testing results are included in Appendix C. 4.0 GEOLOGY 4.1 General Setting The site lies within the Peninsular Ranges physiographic province, which is characterized by its northwest trending mountain ranges, intervening valleys, and predominately northwest trending active regional faults. The San Diego Region can be further subdivided into the coastal plain area, a central mountain-valley area and the eastem mountain valley area. The project site is located within the coastal plain area. This subprovince ranges in elevation from approximately sea level to 1200 feet above mean sea level and is characterized by Cretaceous and Tertiary sedimentary deposits that onlap Preliminary Geotechnical Report Page 5 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26, 2006 Job No. 10-8369G an eroded basement surface consisting of Jurassic and Cretaceous crystalline rocks. More specifically, the site lies on an uplifted marine terrace in an area characterized by westward sloping terraces incised by streams draining toward the Pacific Ocean. 4.2 Geologic Conditions Based on geologic mapping by Tan and Kennedy (1996), surface soils at the site consist of Quaternary Terrace Deposits. Beneath the asphalt, the soils encountered during our investigation consisted primarily of medium dense to very dense, slightly moist, red- brown, silty sands. These findings are consistent with the mapping of Tan and Kennedy. 4.2.1 Ouatemarv Terrace Deposits Quatemary Terrace Deposits were observed underlying the asphalt and extended to the maximum depth of our explorations of 15 feet below existing grade. This material consisted of medium dense to very dense, moist, red-brown, silty, fine- to coarse- grained sand. These soils are considered suitable for support of the structures and addition of fill, as recommended herein. 4.3 Groundwater Conditions Groundwater was not encountered in any of our borings to the maximum explored depth of approximately 15 fbg. While groundwater conditions will likely vary, especially during periods of sustained precipitation, groundwater is not expected to affect the improvements if proper site drainage is maintained. Preliminary Geotechnical Report Page 6 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26. 2006 Job No. 10-8369G 4.4 Geologic Hazards 4.4.1 General Geologic Hazards Observation From our investigation it appears that geologic hazards at the site are primarily limited to those caused by violent shaking from earthquake generated ground motion waves. The potential for damage from displacement or fault movement beneath the proposed structures should be considered low. 4.4.2 Local and Regional Faulting Based on our site reconnaissance, evidence from our exploratory soil borings, and a review of appropriate geologic literature, it is our opinion that known active faults do not lie stmcturally beneath the site nor do active fault traces cross the site. Additionally, the site does not lie within a State of Califomia Alquist-Priolo Earthquake Fault Zone. The Newport-Inglewood and Rose Canyon Fault systems are the closest known active faults (Jennings, 1987). Other principal active regional faults include the Coronado Banks, Elsinore, San Clemente, Palos Verdes, San Jacinto, and San Andreas faults (Blake, 1996). According to the Califomia Division of Mines and Geology, a fault is active if it displays evidence of activity in the last 11,000 years (Hart and Bryant, 1997). 4.4.3 Site Near Source Factors and Seismic Coefficients In accordance with the 2001 Califomia Building Code Volume 2, Figure 16-2, the referenced site is located within seismic zone 4 and has a seismic zone factor of Z=0.4. The nearest active fault, the Rose Canyon Fault Zone, is approximately Preliminary Geotechnical Report Page 7 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26. 2006 Job No. 10-8369G 8.1 kilometers to the west and is considered a Type B seismic source. Based on the distance from the site to the Rose Canyon Fault Zone, near source factors of Nv=l.l and Na=1.0 are appropriate. Based on the shallow subsurface explorations and our knowledge of the area, the site has a soil profile type of SD and seismic coefficients of Cv=0.70 and Ca=0.44. 4.4.4 Liquefaction Evaluation and Seismic Settlement Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths during earthquake induced shaking and behave as a liquid. This is due to loss of point-to-point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with water level, soil type, material gradation, relative density, and probable intensity and duration of ground shaking. Because of the generally dense nature of underlying materials and the lack of an observed shallow groundwater table, it is our opinion that the potential for liquefaction damage to proposed improvements should be considered low. Seismic settlement occurs when loose to medium dense granular soils densify during seismic events. Any loose surficial soils should be mitigated during recommended site grading. Therefore, in our opinion, the potential for seismic settlement resulting in damage to site improvements should be considered negligible. Preliminary Geotechnical Report Page 8 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26, 2006 Job No. 10-8369G 4.4.5 Tsunamis and Seiche Evaluation According to McCulloch (1985), the tsunami potential in the San Diego County coastal area for one-in-100 and one-in-500 year tsunami waves are approximately four and six feet. This suggests that the site is not subject to damage due to the elevation (approximately 100 to 104 feet above msl) and distance of approximately 0.5 miles from the ocean. The site is not near any significant bodies of water that could induce seiche damage. 4.4.6 Landsliding or Rocksliding Per mapping by Tan and Giffen (1995), the site is in an area that is considered generally susceptible to landsliding. However, no landslides are mapped at the site or in the immediate area (Tan and Giffen, 1995). Therefore, the potential for landsliding or rocksliding to affect the site is considered low. 4.4.7 Compressible and Expansive Soils Based on our geologic observations and laboratory testing, the soil materials located at the proposed structure foundation level consist of medium dense silty sands that are generally non-compressible and are expected to have a very low expansion index (EI generally less than 20) due to the absence of clays. Unsuitably loose site materials will be overexcavated and recompacted prior to construction. Therefore, the site soils are considered suitable for support of the proposed improvements provided the recommendations presented herein are followed. Preliminary Geotechnical Report Page 9 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26, 2006 Job No. 10-8369G 4.4.8 Corrosive Soils Based on analytical laboratory testing, onsite materials have a low potential to corrode buried concrete improvements and a low to mild potential to corrode buried ferrous metals. A corrosion specialist shall be consulted for additional recommendations, if deemed necessary by the project coordinators or the goveming authority. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General We conclude that the proposed constmction on the site is feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design and construction of the project. Recommendations for the design and constmction of the proposed improvements are presented in the subsequent sections of this report. 5.2 Site Preparation Before any grading occurs, the site should be cleared of existing debris and other deleterious materials. In areas to receive shallow founded stmctures or distress-sensitive improvements, all topsoil, surficially eroded, desiccated, burrowed, or otherwise loose or disturbed soils should be removed to the depth of the competent native materials. CTE recommends the removal of the generally loose to medium dense and unsuitable debris containing soils at the surface of the site. Organic and other deleterious materials not suitable for structural backfill should be disposed offsite at legal disposal site. Proposed improvement areas shall be overexcavated and recompacted to competent native Preliminary Geotechnical Report Page 10 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26. 2006 Job No. 10-8369G materials, which are anticipated to be encountered at 12 to 18 inches below existing grades. Organic or oversize materials (greater than three inches in maximum dimension) not suitable for stmctural backfill within three feet of proposed grade should be disposed of off-site or placed in non-structural planter or landscape areas. 5.3 Site Excavation Based on our observations, shallow excavations in site materials will generally be feasible with heavy-duty construction equipment under normal conditions. An engineer or geologist from CTE should evaluate the subgrade to verify that mitigative measures (removal of inadequate soils) have been properly carried out. Irreducible materials greater than three inches in maximum diameter encountered during excavations should not be used in shallow fills (within three feet of proposed grades) on the site. In utility trenches, adequate bedding should surround pipes. 5.4 Fill Placement and Compaction The geotechnical consultant should verify that the proper site preparation has occurred before fill placement occurs. Following removal of loose, disturbed soils, areas to receive fills or improvements should be scarified nine inches, moisture conditioned, and properly compacted. Fill soils should be compacted to a minimum relative compaction of 90 percent (as evaluated by ASTM D1557) at moisture contents greater than two percent above optimum. The optimum lift thickness for backfill soil will be dependent on the type of compaction equipment used. Generally, backfill should be placed in uniform, Preliminary Geotechnical Report Page 11 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26. 2006 Job No. 10-8369G horizontal lifts not exceeding eight inches in loose thickness. Backfill placement and compaction should be done in overall conformance with geotechnical recommendations and local ordinances. 5.5 Fill Materials The low expansive Quatemary Terrace soils derived from the onsite materials are considered suitable for reuse on the site as compacted fill. If used, these materials should be screened of organic materials and materials greater than three inches in a maximum dimension. If encountered, clayey, inorganic, native soils may be blended with granular soils and reused in non-structural fill areas. Imported fill beneath structures, pavements and walks should have an expansion index less than or equal to 30 (per UBC 18-I-B) with less than 35 percent passing the no. 200 sieve. Imported fill soils for use in stmctural or slope areas should be evaluated by the soils engineer to determine strength characteristics before placement on the site. 5.6 Temporary Construction Slopes Sloping recommendations for unshored temporary excavations are provided. The recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. Onsite soils are considered Type B and Type C soils with recommended slope ratios as set forth in Table 1 below. Preliminary Geotechnical Report Page 12 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26, 2006 Job No. 10-8369G TABLE 1 RECOMMENDED TEMPORARY SLOPE RATIOS SOIL TYPE SLOPE RATIO (Horizontal: vertical) MAXIMUM HEIGHT B (Formational Soils) 1:1 (MAXIMUM) 10 Feet C (Topsoil/Disturbed Soil) 1.5:1 (MAXIMUM) 10 Feet Actual field conditions and soil type designations must be verified by a "competent person" while excavations exist according to Cal-OSHA regulations. In addition, the above sloping recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. 5.7 Foundations and Slab Recommendations The following recommendations are for preliminary planning purposes only. These foundation recommendations should be reviewed after completion of earthworks. 5.7.1 Foundations Continuous and isolated spread footings are suitable for use at this site. However, footings should not straddle cut/fill interfaces; we recommend all structural footings will be founded entirely upon competent native materials a minimum two feet below the lowest adjacent exterior grade. Foundation dimensions and reinforcement should be based on allowable bearing values of 2,000 pounds per square foot (psf). The bearing value may be increased by 250 psf for each additional six inches of embedment up to a maximum value of 3,000 psf. The Preliminary Geotechnical Report Page 13 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26, 2006 Job No. 10-8369G allowable bearing value may also be increased by one third for short duration loading which includes the effects of wind or seismic forces. Footings should be at least 12, 15, and 18 inches wide for one, two and three-story improvements, and founded at least 24 inches below the lowest adjacent exterior subgrade. Reinforcement for continuous footings should consist of four #4 reinforcing bars; two placed near the top and two placed near the bottom. The structural engineer should provide recommendations for reinforcement of any deepened spread footings and footings with pipe penetrations. 5.7.2 Foundation Settlement In general, for the proposed constmction, the maximum post-constmction compression settlement is expected to be less than 1.0 inch. Maximum differential settlement of continuous footings is expected to be on the order of 0.5 inches over a distance of approximately 50 ffeet. 5.7.3 Foundation Setback Footings for structures should be designed such that the horizontal distance from the face of adjacent slopes to the outer edge of the footing is a minimum of 10 feet. Excavations for utility trenches within 10 lateral feet should not encroach within a 1:1 plane extending downward from the closest bottom edge of adjacent footings. Preliminary Geotechnical Report Page 14 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26, 2006 Job No. 10-8369G 5.7.4 Interior Concrete Slabs Lightly loaded concrete slabs should be designed for the anticipated loading, but be a minimum of 4.5 inches thick. Minimum slab reinforcement should consist of #3 reinforcing bars placed on 18-inch centers, each way, at mid-slab height. In moisture sensitive interior floor areas, a vapor barrier of ten-mil visqueen (with all laps sealed or taped), shall be installed. A one-to two-inch layer of similar material may be placed above the visqueen to protect the membrane during steel or concrete placement, if necessary. Slab areas subject to heavier than typical vehicular loads may require increased thickness and reinforcement. This office should be contacted to provide additional recommendations where actual service conditions warrant further analysis. Subgrade materials shall be maintained at slightly above optimum moisture content until slab underlayment or concrete placement. 5.8 Lateral Resistance and Earth Pressures The following recommendations may be used for shallow footings on the site. Foundations placed in firm, well-compacted fill or native materials may be designed using a coefficient of friction of 0.30 (total frictional resistance equals coefficient of friction times the dead load). A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 1,200 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of Preliminary Geotechnical Report Page 15 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26, 2006 Job No. 10-8369G the total allowable resistance. Retaining walls up to 10 feet high and backfilled using granular soils may be designed using the equivalent fluid weights given in Table 2 below. TABLE 2 EQUIVALENT FLUID UNIT WEIGHTS (pounds per cubic foot) WALL TYPE LEVEL BACKFILL SLOPE BACKFILL 2:1 (HORIZONTAL: VERTICAL) CANTILEVER WALL (YIELDING) 35 60 RESTRAINED WALL 55 90 The values above assume non-expansive backfill and free draining conditions. Measures should be taken to prevent moisture buildup behind all retaining walls. Drainage measures should include free draining backfill materials and perforated drains. These drains should discharge to an appropriate offsite location. Any basement wall waterproofing shall be as per the project architect. 5.9 Exterior Flatwork To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation soils, we recommend that such flatwork be installed with crack-control joints at appropriate spacing as designed by the project architect. Additionally, we recommend that flatwork be installed with at least minimal reinforcement. Flatwork, which should be installed with crack control joints, includes driveways, sidewalks, and architectural features. All subgrades should be prepared according to the earthwork recommendations previously given before placing concrete. Positive drainage should be established and Preliminary Geotechnical Report Page 16 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26. 2006 Job No. 10-8369G maintained next to all flatwork. Subgrade materials shall be maintained at slightly above optimum moisture content until concrete placement. 5.10 Drainage Surface runoff should be collected and directed away from improvements by means of appropriate erosion reducing devices and positive drainage should be established around the proposed improvements. Positive drainage should be directed away from improvements at a gradient of at least two percent for a distance of at least five feet. The project civil engineers should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site. 5.11 Vehicular Pavements The upper twelve inches of pavement subgrade and all aggregate base materials should be compacted to a minimum of 95 percent of the laboratory maximum at a minimum two percent above optimum moisture content as determined by ASTM D1557. All pavements shall be approved by the goveming authority prior to construction. 5.11.1 Asphalt Concrete Pavement Preliminary pavement sections presented below are based on laboratory Resistance "R" Value for materials on this site. The asphalt pavement design is based on Califomia Department of Transportation Highway Manual and on traffic indexes as indicated in Table 3 on the following page. Upon completion of finish grading, "R" Value sampling and testing of subgrade soils may occur and the pavement section modified if necessary. Preliminary Geotechnical Report Page 17 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26, 2006 Job No. 10-8369G TABLE 3 ASPHALT PAVEMENT Traffic Area Assumed Traffic Index Estimated Subgrade "R" Value AC Thickness (inches) *Class 2 Aggregate Base Thickness (inches) Auto and Light Truck Drive Areas 6.0 50-1-3.0 6.0 Auto and Light Truck Parking Areas 4.5 50-1-3.0 4.0 * The City of Carlsbad may require a minimum onsite section of three inches of asphalt upon six inches of aggregate base. 5.11.2 Portland Cement Concrete Pavements We understand that parking and drive areas may be paved with concrete pavements. We recommend driveway entrance aprons and trash bin loading and storage areas be paved with concrete pavements. The recommended concrete pavement section for drive areas have been designed assuming light industrial/commercial traffic loads of single axle loads of 15 kips, 10 repetitions per day. Corresponding pavement designs presented in the Table 4 below may not be adequate for larger axle loads and traffic volume. Concrete used for pavement areas should possess a minimum 600-psi modulus of rupture. Pavements should be constructed according to industry standards. Preliminary Geotechnical Report Page 18 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26, 2006 Job No. 10-8369G TABLE 4 CONCRETE PAVEMENT DESIGN Traffic Area Subgrade R-Value PCC Thickness (inches) Driveways/Trash Areas 50+ 6.5 Auto and Light Truck Parking and Drive Areas 50-H 5.5 Pavements should be constmcted according to industry standards. To control the location and spread of concrete shrinkage cracks, it is recommended that crack control joints (weakened plane joints) in square or nearly square pattems be included in the design. The project civil engineer shall specify jointing and other specific details for pavement design. However unreinforced concrete pavement joints shall not be spaced more than 24 times the pavement thickness. 5.12 Slopes No slopes are anticipated at the site. However, based on anticipated soil strength characteristics, fill slopes should be properly constructed at slope ratios of 2:1 (horizontal: vertical) or flatter. These fill slope inclinations shall exhibit factors of safety greater than 1.5. Although properly constructed slopes on this site should be grossly stable, the soils will be somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and constmcted Preliminary Geotechnical Report Page 19 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, Califomia April 26, 2006 Job No. 10-8369G drainage facilities. Erosion resistant vegetation should be maintained on the face of all slopes. Typically, soils along the top portion of a fill slope face will creep laterally. We do not recommend distress sensitive hardscape improvements be constructed within five feet of slope crests in fill areas or that thickened edges be employed. 5.13 Constmction Observation The recommendations provided in this report are based on preliminary design information for the proposed constmction and the subsurface conditions found in the exploratory boring locations. The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated. Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthwork should be observed and tested to verify that grading activity has been performed according to the recommendations contained within this report. The project engineer should evaluate all footing trenches before reinforcing steel placement. 5.14 Plan Review CTE should review the project foundation plans and grading plans before commencement of earthwork to identify potential conflicts with the recommendations contained in this report. Preliminary Geotechnical Report Page 20 Proposed Roosevelt Center Between Carlsbad Village Drive and Roosevelt Drive, Carlsbad, California April 26, 2006 Job No. 10-8369G 6.0 LIMITATIONS OF INVESTIGATION The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered during construction. Our conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if required, will be provided upon request. We appreciate this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION TESTING & EM»iSERING, INC. 0'' /n Math, GE #2665 I Si ^ '^^'ZZ,,,. IcI Martin Siem, CEG# 2311 I cc\ Exp: 12/31/06 1*1 Senior Engineer ^ ^ /*/ Certified Engineering Geologist Dennis A. Kilian Project Geologist A CONSTRUCTION TESTING & ENGINEERING, INC. PLANNING - CIVIL ENGINEERING - LANO SURVEYING - GEOTECHNICAL 1441 MONTIEL ROAO, SUITE 115 ESCONDIDO CA. 92026, PH:(760) 746-4955 SITE INDEX lifAP THE ROOSEVELT CENTER BETWEEN CARLSBAD VILLAGE DRIVE AND ROOSEVELT ST CARUSBAD. CAUFORNIA SCALE: AS SHOWN CTE JOB NO.: 10-8369G DATE: 05/06 ROOSEVELT STREET ...go QS £ tc ty ^ 3; =: QCe S 1 fi o to CO oo LU _i < O CO o CM O i?5 o < ^ O O O _l O IU o 111 > IU in O 2 w 5 o o I-< O _i Q. X UJ ^ UJ 11. h > ^ lU lu Q' w g < O 3 m O -] (/) IU > 5 m (0 2^^ I-< O 3 m O O -3 w I • _J o < o LU UJ o 2 LU 5 ^ CD ^ s LU i g Oil Z CO O LU O Q O < o!^ o .- Q: 2 I— to o o Jll yl APPENDIX A REFERENCES CITED REFERENCES CITED 1. Hart, Earl W. and Bryant, W.A., Revised 1997, "Fault-Rupture Hazard Zones in Califomia, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps," California Division of Mines and Geology, Special Publication 42. 2. Jennings, C. W., 1987, "Fault Map of Califomia with Locations of Volcanoes, Thermal Springs and Thermal Wells." 3. McCulloch, D.S., 1985, "Evaluating Tsunami Potential" in Ziony, J.L, ed.. Evaluating Earthquake Hazards in the Los Angeles Region - An Earth-Science Perspective, U.S. Geological Survey Professional Paper 1360. 4. Tan, S. S., and Giffen, D.G., 1995, "Landslide Hazards in the Northem Part of the San Diego Metropolitan Area, San Diego County, Califomia: Landslide Hazard Identification Map", Califomia Department of Conservation, Division of Mines and Geology, Open-File Report 95-04, State of Califomia, Division of Mines and Geology, Sacramento, Califomia 5. Tan, S.S., and Kennedy, M.P., 1996, "Geologic Maps of the Northwestem Part of San Diego County, Califomia, Plate 1, Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5' Quadrangles, San Diego County, Califomia", State of Califomia, Division of Mines and Geology, Open File Report 96-02. APPENDIX B FIELD EXPLORATION METHODS AND BORINGS LOGS APPENDIX B FIELD EXPLORATION METHODS AND BORINGS LOGS Soil Boring Methods Relatively "Undisturbed" Soil Samples Relatively "undisturbed" soil samples were collected using a modified California-drive sampler (2.4-inch inside diameter, 3-inch outside diameter) lined with sample rings. Drive sampling was conducted in general accordance with ASTM D-3550. The steel sampler was driven into the bottom of the borehole with successive drops of a 140-pound weight falling 30-inches. Blow counts (N) required for sampler penetration are shown on the boring logs in the column "Blows/Foot." The soil was retained in brass rings (2.4 inches in diameter, 1.00 inch in height). The samples were retained and carefully sealed in waterproof plastic containers for shipment to the Construction Testing & Engineering ("CTE") geotechnical laboratory. Disturbed Soil Sampling Bulk soil samples were collected for laboratory analysis using two methods. Standard Penetration Tests (SPT) were performed according to ASTM D-15 86 at selected depths in the borings using a standard (1.4-inches inside diameter, 2-inches outside diameter) split-barrel sampler. The steel sampler was driven into the bottom of the borehole with successive drops of a 140-pound weight falling 30-inches. Blow counts (N) required for sampler penetration are shown on the boring logs in the column "Blows/Foot." Samples collected in this maimer were placed in sealed plastic bags. Bulk soil samples of the drill cuttings were also collected in large plastic bags. All disturbed soil samples were retumed to the CTE geotechnical laboratory for analysis. CONSTRUCTION TESTING & ENGINEERING, INC. SEOTECHNICAL t CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONIIEL llEIAil. SUITE 115 I ESCONDIDO. CA I 7S0 ;4S.495i DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS z o o ^ c« [1- g N Q n Z < W < § ^ 2 3 9 w H -J GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN GRAVELS < 5% FINES WELL GRADED GRAVELS, GRAVEL-SAND MD(TURES LITTLE OR NO FINES GRAVELS WITH FINES GP >Mi ..I! I POORLY GRADED GRAVELS OR GRAVEL SAND MIXTURES, LITTLE OF NO FINES CLEAN SANDS < 5% FINES SANDS WITH FINES SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, PLASTIC FINES WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES o Ol O ^ w g e ^ H s g < ^ s SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50 INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, SLIGHTLY PLASTIC CLAYEY SILTS INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY, SANDY, SILTS OR LEAN CLAYS ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICFTY SILTS AND CLAYS LIQUID LIMFT IS GREATER THAN 50 INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SELTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS HIGHLY ORGANIC SOILS PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES BOULDERS COBBLES GRAVEL COARSE FINE SAND COARSE MEDIUM HNE SILTS AND CLAYS 12" 3" 3/4" CLEAR SQUARE SIEVE OPENING 4 10 40 200 U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) MAX- Maximum Dry Density GS- Grain Size Distribution SE- Sand Equivalent El- Expansion Index CHM- Sulfate and Chloride Content, pH, Resistivity COR - Corrosivity SD- Sample Disturbed PM- Permeability SG- Specific Gravity HA- Hydrometer Analysis AL- Atterberg Limits RV- R-Value CN- Consolidation CP- Collapse Potential HC- Hydrocollapse REM- Remolded PP- Pocket Penetrometer WA- Wash Analysis DS- Direct Shear UC- Unconfined Compression MD- Moisture/Density M- Moisture SC- Swell Compression 01- Organic Impurities FIGURE:] "BLT CONSTRUCTION TESTING & ENGINEERING, INC. BEOTECHNICAI I CONSTRUCTION ENGINEERINO TESTiNE ANO INS;>ECTION 1441 MONTIEL ROAD. SUtTEItS I ESCOKDIDO. CA 92D2S I 760 74S.49JS PROJECT: CTE JOB NO: LOGGED BY: DRILLER: DRILL METHOD: SAMPLE METHOD: SHEET: DRILLING DATE: ELEVATION: of U BORING LEGEND DESCRIPTION Laboratory Tests -OH -5- -10- 15- -20- 25- 'SM" Block or Chunk Sample Bulk Sample Standard Penetration Test Modified Split-Barrel Drive Sampler (Cal Sampler) Thin Walled Army Corp. of Engineers Sample Groundwater Table Soil Type or Classification Change Formation Change [(Approximate boundaries queried (?)] Quotes are placed around classifications where the soils exist in situ as bedrock FIGURE: | BL2 I y\ CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL I CONSTRUCTION ENGINEERIMG TESTING AND iNSPECTION 1441 MONTIEL ROAD. SUITE US i ESCSKDIDO, CA 92DZ6 I 7eil.74S.495S PROJECT: THE ROOSEVELT CENTER CTE JOB NO: 10-8369G LOGGED BY: MB DRILLER: DRILL METHOD: SAMPLE METHOD: TEST AMERICA HOLLOW STEM BULK, SPT, RING SHEET: 2 of 2 DRILLING DATE: 4/20/06 ELEVATION: Q a BORING: B-1 DESCRIPTION Laboratory Tests -O' ZI Asphalt at 3" Quaternary Terrace Deposits (Qt) SM Medium dense, slightly moist, dark brown fine to medium silty SAND. MAX -5-117.7 7.1 SM 32 50/6" ) 5' Very dense, dry to slightly moist, reddish brown fine to medium silty SAND. MD, WA 10-12 18 20 SP-SM WA 1 r Dense, slightly moist, fine to coarse siltv SAND. Total Depth 11.5' No Groundwater Backfill with Spoils and Patched -15- 20- 2^ B-1 Boring B-1 A. CONSTRUCTION TESTING & ENGINEERING, INC. eeOTECHNICAL I CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD. SUITE 115 f ESCQNDiOQ. CA 92026 I 760.74( 4955 PROJECT: THE ROOSEVELT CENTER CTE JOB NO: 10-8369G LOGGED BY: MB DRILLER: DRILL METHOD: SAMPLE METHOD: TEST /SJVIERICA HOLLOW STEM BULK, SPT, RING SHEET: 2 DRILLING DATE: ELEVATION: of 2 4/20/06 Q Q BORING: B-2 DESCPOPTION Laboratory Tests -0 Asphalt at 3" Quaternary Terrace Deposits (Qt) Medium dense, dry to slightly moist, fine to medium brown silty SAND. -5' 108.3 5.2 SM 48 50 @ 5' Very dense, dry to slightly moist, red brown fine to medium silty SAND. RV, CHEM MD, SE 10-SM SM-SW @ 10' Medium dense to dense, dry to slightly moist, reddish brown fine to medium silty SAND. @ 13.5' Medium dense, moist, olive gray fine to coarse silty SAND. SE WA Total Depth 15' No Groundwater Backfill with Spoils and Patched -20- 25- B-2 APPENDIX C LABORATORY METHODS AND RESULTS APPENDIX C LABORATORY METHODS AND RESULTS Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. The soil classifications are shown on the Exploration Logs in Appendix B. Particle-Size Analvsis Particle-size analyses were performed on selected representative samples according to ASTM D422. Modified Proctor To determine the maximum dry density and optimum moisture content, a soil sample was tested in accordance with ASTMD-1557. Chemical Analvsis Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride content, pH, Corrosivity, and Resistivity. Resistance "R"-Value The resistance "R"-value was determined by the Califomia Materials Method No. 301 for representative subbase soils. Samples were prepared and exudation pressure and "R"- value determined. The graphically determined "R"- value at exudation pressure of 300 psi is the value used for pavement section calculation. In-Place Moisture and Densitv To determine the moisture and density of in-place site soils, a representative sample was tested for the moisture and density at time of sampling. CONSTRUCTION TESTING & ENGINEERING, INC. •••• ^^•••"•P"* GEOTECHNICAL t CONSTRUCTION ENGINEERING TESTING AND INSPECTION X nil MniiTiFi Bn»n .?IIITF tts i f?rii«mnn r* o^mii i 7sn 7IK io« 200 WASH ANALYSIS LOCATION DEPTH PERCENT PASSING CLASSIFICATION (feet) #200 SIEVE B-1 B-1 B-2 5 10 13.5 23.9 SM 10.3 SW-SM 11.5 SW-SM IN-PLACE MOISTURE AND DENSITY LOCATION DEPTH (feet) % MOISTURE DRY DENSITY B-1 B-2 5 5 7.1 177.7 5.2 108.3 LOCATION RESISTANCE "R' -VALUE CALTEST 301 DEPTH (feet) R-VALUE B-2 2.5-3.5 SULFATE 77 LOCATION DEPTH (feet) RESULTS ppm B-2 2.5-3.5 CHLORIDE 95 LOCATION DEPTH (feet) RESULTS ppm B-2 2.5-3.5 38.6 LOCATION CONDUCTIVITY CALIFORNIA TEST 424 DEPTH (feet) RESULTS uS/cm B-2 2.5-3.5 150 LOCATION RESISTIVITY CALIFORNIA TEST 424 DEPTH (feet) RESULTS ohms/cm B-2 2.5-3.5 5450 LABORATORY SUMMARY CTE JOB NO. 10-8369G CONSTRUCTION TESTING & ENGINEERING. INC. GFOTFCHNirAI I CnNSTHUCTinN EHBINFFBINR TFSTINK AND iN.SPFrTinN MAXIMIMUM DENSITY AND OPTIMUM MOISTURE CONTENT (MODIFIED PROCTOR) LOCATION DEPTH OPTIMUM MOISTURE DRY DENSITY (feet) (%) (pcf) B-I 1-2 8.0 135.0 SAND EQUIVALENT LOCATION DEPTH (feet) AVERAGE B-2 B-2 10 21 18 LABORATORY SUMMARY CTE JOB NO. 10-8369G 10 15 20 25 30 PERCENT MOISTURE (%) 35 ASTMD1557 METHOD [X] A • B • C MODIFIED PROCTOR RESULTS LAB NUMBER SAMPLE NUMBER DEPTH (FEET) SOIL DESCRIPTION MAXIMUM DRY DENSITY (PCF) OPTIMUM MOISTURE CONTENT(%) 16200 B-1 1-2 BROWN SILTY SAND 135.0 8.0 CTE JOB NO: 10-8369G CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD, STE 115 ESCONDIDO CA. 92026 (760) 746-4955 DATE: 04/06 FIGURE: C-1 APPENDIX D STANDARD SPECIFICATIONS FOR GRADING Appendix D Page D-1 Standard Specifications for Grading Section 1 - General The guidelines contained herein represent Construction Testing & Engineering's standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specifications. Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and or requirements as specified herein. The project geotechnical consultant shall interpret disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein. Section 2 - Responsibilities of Proiect Personnel The geotechnical consultant should provide observation and testing services sufficient to assure that geotechnical constmction is performed in general conformance with project specifications and standard grading practices. The geotechnical consultant should report any deviations to the client or his authorized representative. The Client should be chiefly responsible for all aspects of the project. He or his authorized representative has the responsibility of reviewing the findings and recommendations of the geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concemed parties in order to make decisions necessary to maintain the flow of the project. The Contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operations on constmction projects, including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements. Section 3 - Preconstruction Meeting A preconstruction site meeting shall be arranged by the owner and/or client and shall include the grading contractor, the design engineer, the geotechnical consultant, owner's representative and representatives of the appropriate goveming authorities. Section 4 - Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. Appendix D Page D-2 Standard Specifications for Grading Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cistems, mining shafts, tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the goveming authorities and the recommendations of the geotechnical consultant at the time of demolition. Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury. Debris generated during clearing, gmbbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the geotechnical consultant. Section 5 - Site Protection Protection of the site during the period of grading should be the responsibility of the contractor. Unless other provisions are made in writing and agreed upon among the concemed parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client and the regulating agencies. Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. Rain related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions as determined by the geotechnical consultant. Soil adversely affected should be classified as unsuitable materials and should be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the geotechnical consultant. Appendix D Page D-3 Standard Specifications for Grading The contractor should be responsible for the stability of all temporary excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant should not be considered to preclude requirements that are more restrictive by the regulating agencies. The contractor should provide during periods of extensive rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable. When deemed appropriate by the geotechnical consultant or goveming agencies the contractor shall install checkdams, desilting basins, sand bags or other drainage control measures. In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot; they should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair recommendations herein. If field conditions dictate, the geotechnical consultant may recommend other slope repair procedures. Section 6 - Excavations 6.1 Unsuitable Materials Materials that are unsuitable should be excavated under observation and recommendations of the geotechnical consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. Material identified by the geotechnical consultant as unsatisfactory due to its moisture conditions should be overexcavated; moisture conditioned as needed, to a uniform at or above optimum moisture condition before placement as compacted fill. If during the course of grading adverse geotechnical conditions are exposed which were not anticipated in the preliminary soil report as determined by the geotechnical consultant additional exploration, analysis, and treatment of these problems may be recommended. Appendix D Page D-4 Standard Specifications for Grading 6.2 Cut Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2:1 (horizontal: vertical). The geotechnical consultant should observe cut slope excavation and if these excavations expose loose cohesionless, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill. If encountered specific cross section details should be obtained from the Geotechnical Consultant. When extensive cut slopes are excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top of the slope. 6.3 Pad Areas All lot pad areas, including side yard terrace containing both cut and fill materials, transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and replaced with a uniform compacted fill blanket of 3 feet. Actual depth of overexcavation may vary and should be delineated by the geotechnical consultant during grading. For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm drainage swale and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes of 2 percent or greater is recommended. Section 7 - Compacted Fill All fill materials should have fill quality, placement, conditioning and compaction as specified below or as approved by the geotechnical consultant. 7.1 Fill Material Qualitv Excavated on-site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. All import materials anticipated for use on-site should be sampled tested and approved prior to and placement is in conformance with the requirements outlined. Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to Appendix D Page D-5 Standard Specifications for Grading effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve. The geotechnical consultant may vary those requirements as field conditions dictate. Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the recommendations below. Rocks greater than four feet should be broken down or disposed off-site. 7.2 Placement of Fill Prior to placement of fill material, the geotechnical consultant should inspect the area to receive fill. After inspection and approval, the exposed ground surface should be scarified to a depth of 6 to 8 inches. The scarified material should be conditioned (i.e. moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate govemment agencies. Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like marmer until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials and weather conditions. When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area after keying and benching until the geotechnical consultant has reviewed the area. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Appendix D Page D-6 Standard Specifications for Grading Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. Prior to placement of additional compacted fill following an ovemight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over-excavated. Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein. Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock. No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed below the upper 5 feet of any fill and should not be closer than 11 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement. The contractor should assist the geotechnical consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. The contractor should provide this work at no additional cost to the owner or contractor's client. Appendix D Page D-7 Standard Specifications for Grading Fill should be tested by the geotechnical consultant for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556-82, D 2922-81. Tests should be conducted at a minimum of 2 vertical feet or 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechnical consultant. 7.3 Fill Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2:1 (horizontal: vertical). Except as specifically recommended in these grading guidelines compacted fill slopes should be over-built and cut back to grade, exposing the firm, compacted fill irmer core. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the geotechnical consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. At the discretion of the geotechnical consultant, slope face compaction may be attempted by conventional construction procedures including backrolling. The procedure must create a firmly compacted material throughout the entire depth of the slope face to the surface of the previously compacted firm fill intercore. During grading operations, care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately established desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly dozer traekrolled. Appendix D Page D-8 Standard Specifications for Grading For pad areas above fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished using a berm and pad gradient of at least 2 percent. Section 8 - Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density. Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of constmction. In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope areas. Section 9 - Drainage Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be installed in accordance. Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications. Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales). Appendix D Page D-9 Standard Specifications for Grading For drainage in extensively landscaped areas near stmctures, (i.e., within four feet) a minimum of 5 percent gradient away from the stmcture should be maintained. Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage pattems established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage pattems could be detrimental to slope stability and foundation performance. Section 10 - Slope Maintenance 10.1 - Landscape Plants To enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southem Califomia area and plants relative to native plants are generally desirable. Plants native to other semi-arid and arid areas may also be appropriate. A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration. 10.2 - Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10.3 - Repair As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, begirming with the period prior to landscape planting. If slope failures occur, the geotechnical consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. If slope failures occur as a result of exposure to period of heavy rainfall, the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. NOISE ANALYSIS FOR ROOSEVELT CENTER CITY OF CARLSBAD Report #06-219 August 25, 2006 Prepared For: RICHARD & RICHARD CONSTRUCTION CO., INC. 234 Venture Street, Suite 100 San Marcos, CA 90278 Prepared By: Fred Greve, P.E. Bill Vasquez Mestre Greve Associates 27812 El Lazo Road Laguna Niguel, CA 92677 Phone (949) 349-0671 FAX (949) 349-0679 Mestre Greve Associates Report #06-219 Page 2 of 10 SUMMARY NOISE ANALYSIS FOR ROOSEVELT CENTER CITY OF CARLSBAD EXTERIOR NOISE MITIGATION The exterior living areas for the residential portion of the project must comply with the City's 60 CNEL exterior noise standard. The city does not have exterior standards for non-residential uses. For the exterior living areas that are exposed to noise levels greater than 60 CNEL, some form of noise mitigation is required. An effective method of reducing the traffic noise to acceptable levels is with a noise barrier. The results of the analysis indicate that in order to meet the 60 CNEL exterior noise standard, noise barriers will be required along Carlsbad Village Drive. Balconies are planned for the Roosevelt Center units. According to the City of Carlsbad Noise Guidelines Manual - Appendix J, any residential balconies greater than six feet deep are considered exterior living areas, and must also meet the 60 CNEL exterior noise standard. (Balconies six feet deep or less are not subject to the 60 CNEL exterior noise standard, and would not require balcony barriers). The required balcony noise barriers necessary for the balconies to meet the 60 CNEL exterior noise standard are listed below in Table Sl and shown in Exhibit Sl. Table Sl REQUIRED THIRD FLOOR EXTERIOR LIVING AREA NOISE BARRIER HEIGHT AND LOCATION REQUIRED BARRIER LOCATION HEIGHT Along Carlsbad Village Drive 3^ FLOOR BALCONIES 4.5* * - wall height relative to balcony floor Ainw U ii S •i^ o jr; W go •« t/3 §? PQ I Mestre Greve Associates Report #06-219 Page 3 of 10 The balcony noise barriers must have a surface density of at least 3.5 pounds per square foot, and shall have no openings or gaps. The wall may be constructed of 3/8-inch plate glass, 5/8-inch plexiglass, stud and stucco construction, or a combination of these materials. The floors for the decks must be solid; slat floors are not acceptable. All exterior living areas in the project are projected to meet the 60 CNEL outdoor noise standard with the balcony noise barriers listed in Table Sl. The noise barrier heights are relative to the balcony floor. INTERIOR NOISE The project must comply with the City of Carlsbad indoor noise standard of 45 CNEL. To meet the interior noise standard, the buildings must provide sufficient outdoor to indoor building attenuation to reduce the noise to acceptable levels. First floor exterior building surfaces in the project will be exposed to noise levels of 65.2 CNEL, and therefore will require more than 20.2 dB exterior to interior noise reduction in order to meet the City's 45 CNEL interior noise standard. Second and third floor exterior surfaces will be exposed to a noise level of less than 60 CNEL. With construction practices common in California, residential buildings achieve outdoor to indoor noise reductions of at least 20 dB. Therefore, all units on the third floor are projected to meet the City's 45 CNEL interior noise standard without building upgrades. The data in Table 5 indicates that all rooms along Carlsbad Village Drive will meet or exceed the required reductions. Therefore, all rooms are projected to meet the 45 CNEL interior noise standard. ADEQUATE VENTILATION Since the noise attenuation of a building falls to about 12 dB with windows open, all buildings exposed to noise levels greater than 57 CNEL will meet the 45 CNEL interior noise standard only with windows closed. In order to assume that windows can remain closed to achieve this required attenuation, adequate ventilation with windows closed must be provided per the applicable Uniform Building Code. Adequate ventilation will be required for unit #2 andjs shown in Exhibit S2. "IS rmM 1 ft Ainw ;/3 a u cr fl o fl > (/5 •iM .£! |.2 CP rJ 2 & < u o 00 < > o Mestre Greve Associates Report #06-219 Page 4 of 10 NOISE ANALYSIS FOR ROOSEVELT CENTER CITY OF CARLSBAD 1.0 INTRODUCTION The purpose of this report is to demonstrate compliance of the Roosevelt Center with the noise related 'Conditions of Approval' placed on the project by the City of Carlsbad. The project calls for the development of mixed-use project. The project is located in the City of Carlsbad, as shown in Exhibit 1. The project will be impacted by traffic noise from Carlsbad Village Drive. This report specifies any mitigation measures necessary to meet the 60 CNEL exterior noise standard and 45CNEL interior noise standard. Site plan and grading information was obtained from the "Roosevelt Center" plans by Richard & Richard Construction Co., Inc., August 9, 2006. 2.0 CITY OF CARLSBAD NOISE STANDARDS The City of Carlsbad specifies outdoor and indoor noise limits for traffic noise levels at residential land uses. Both standards are based upon the CNEL index. CNEL (Community Noise Equivalent Level) is a 24-hour time weighted annual average noise level based on the A- weighted decibel. A-weighting is a frequency correction that correlates overall sound pressure levels with the frequency response of the human ear. Time weighting refers to the fact that noise that occurs during certain noise-sensitive time periods is given more significance because it occurs at these times. In the calculation of CNEL, noise occurring in the evening time period (7 p.m. to 10 p.m.) is weighted by 5 dB, while noise occurring in the nighttime period (10 p.m. to 7 a.m.) is weighted by 10 dB. These time periods and weighting factors are used to reflect increased sensitivity to noise while sleeping, eating, and relaxing. The City of Carlsbad has adopted an exterior noise standard of 60 CNEL for transportation noise. In addition, the City has decided upon an interior noise standard of 45 CNEL for residents, and 55 CNEL for General Office, General Commercial, Heavy Commercial, etc. 5 *0 in x: eo O 3 Ul Eufiks PI ft* -. V 15 00 W H -< U o CO CO < H 00 Mestre Greve Associates Report #06-219 Page 5 of 10 3.0 METHODOLOGY The traffic noise levels projected in this report were computed using the Highway Noise Model published by the Federal Highway Administration ("FHWA Highway Traffic Noise Prediction Model", FHWA-RD-77-108, December 1978). The FHWA Model uses traffic volume, vehicle mix, vehicle speed, and roadway geometry to compute the "equivalent noise level". A computer code has been written which computes equivalent noise levels for each of the time periods used in CNEL. Weighting these noise levels and summing them results in the CNEL for the traffic projections used. Mitigation through the design and construction of a noise barrier (wall, berm, or combination wall/berm) is the most common way of alleviating traffic noise impacts. The effect of a noise barrier is critically dependent upon the geometry between the noise source, the barrier, and the observer. A noise barrier effect occurs when the "line of sight" between the noise source and the observer is interrupted by the barrier. As the distance that the noise must travel around the noise barrier increases, the amount of noise reduction increases. 4.0 NOISE EXPOSURE The existing traffic volume for Carlsbad Village Drive was obtained from Mr. Jim Gale at the City of Carlsbad on August 21, 2006. Noise from Roosevelt Street, on the East, will not affect the living units on the third floor. A projected (year-2026) traffic volume was calculated using a 2% per year growth factor. The traffic volume, vehicle speed, and roadway grade used in the CNEL calculations are presented below in Tablet. Table 1 FUTURE TRAFFIC VOLUME, SPEED, AND ROADWAY GRADE ROADWAY TRAFFIC VOLUME SPEED GRADE Carlsbad Village Drive 25,199 25 <3% The traffic distribution for Carlsbad Village Drive that was used in the CNEL calculations is listed below in Table 2. This arterial traffic distribution estimate was compiled by the Orange County Environmental Management Agency, and is based on traffic counts at 31 intersections throughout the Orange County area. Arterial traffic distribution estimates can be considered typical for arterials in Southern California. Mestre Greve Associates Report #06-219 Page 6 of 10 Table 2 TRAFFIC DISTRIBUTION PER TIME OF DAY IN PERCENT OF ADT VEHICLE TYPE DAY EVENING NIGHT Automobile 75.51 12.57 9.34 Medium Truck 1.56 0.09 0.19 Heavy Truck 0.64 0.02 0.08 Using the assumptions presented above, the future noise levels were computed. The results are listed in Table 3 in terms of distances to the 60, 65, and 70 CNEL contours. These represent the distances from the centeriine of the roadway to the contour value shown. Note that the values given in Table 3 do not take into account the effect of intervening topography that may affect the roadway noise exposure. Table 3 DISTANCE TO NOISE CONTOURS FOR FUTURE TRAFFIC CONDITIONS DISTANCE TO CONTOUR (FT) ROADWAY -70 CNEL- -65 CNEL- -60 CNEL- Carlsbad Village Drive 22 46 lOO RW - indicates noise contours falls within Roadway right of way. The results in Table 3 and the site plan (Exhibit 2) indicate that first floor exterior observers along Carlsbad Village Drive would be exposed to a maximum unmitigated traffic noise level of 65.2 CNEL. The south face of the project will be exposed to traffic noise. fl Cd I—< I pfl X Mestre Greve Associates Report #06-219 Page 7 of 10 5.0 EXTERIOR NOISE MITIGATION The exterior living areas for the residential portion of the project must comply with the City's 60 CNEL exterior noise standard. The city does not have exterior standards for non-residential uses. For the exterior living areas that are exposed to noise levels greater than 60 CNEL, some form of noise mitigation is required. An effective method of reducing the traffic noise to acceptable levels is with a noise barrier. The results of the analysis indicate that in order to meet the 60 CNEL exterior noise standard, noise barriers will be required along Carlsbad Village Drive. Balconies are planned for the Roosevelt Center units. According to the City of Carlsbad Noise Guidelines Manual - Appendix J, any residential balconies greater than six feet deep are considered exterior living areas, and must also meet the 60 CNEL exterior noise standard. (Balconies six feet deep or less are not subject to the 60 CNEL exterior noise standard, and would not require balcony barriers). The required balcony noise barriers necessary for the balconies to meet the 60 CNEL exterior noise standard are listed below in Table 4 and shown in Exhibit 3. Table 4 REQUIRED THIRD FLOOR EXTERIOR LIVING AREA NOISE BARRIER HEIGHT AND LOCATION REQUIRED BARRIER LOCATION HEIGHT Along Carlsbad Village Drive 3^^ FLOOR BALCONIES 4.5* * - wall height relative to balcony floor The balcony noise barriers must have a surface density of at least 3.5 pounds per square foot, and shall have no openings or gaps. The wall may be constructed of 3/8-inch plate glass, 5/8-inch plexiglass, stud and stucco construction, or a combination of these materials. The floors for the decks must be solid; slat floors are not acceptable. All exterior living areas in the project are projected to meet the 60 CNEL outdoor noise standard with the balcony noise barriers listed in Table 4. The noise barrier heights are relative to the balcony floor. ft fl ^ •PM o u Cd •PN pD •PN pfl 0£ 03 lU §? PQ 1 Mestre Greve Associates Report #06-219 Page 8 of 10 6.0 INTERIOR NOISE The project must comply with the City of Carlsbad indoor noise standard of 45 CNEL. To meet the interior noise standard, the buildings must provide sufficient outdoor to indoor building attenuation to reduce the noise to acceptable levels. The outdoor to indoor noise reduction characteristics of a building are determined by combining the transmission loss of each of the building elements that make up the building. Each unique building element has a characteristic transmission loss. For residential units, the critical building elements are the roof, walls, windows, doors, attic configuration and insulation. The total noise reduction achieved is dependent upon the transmission loss of each element, and the surface area of that element in relation to the total surface area of the room. Room absorption is the final factor used in determining the total noise reduction. First floor exterior building surfaces in the project will be exposed to noise levels of 65.2 CNEL, and therefore will require more than 20.2 dB exterior to interior noise reduction in order to meet the City's 45 CNEL interior noise standard. Second and third floor exterior surfaces will be exposed to a noise level of less than 60 CNEL. With construction practices common in California, residential buildings achieve outdoor to indoor noise reductions of at least 20 dB. Therefore, all units on the third floor are projected to meet the City's 45 CNEL interior noise standard without building upgrades. Roofs are attic space construction and incorporate concrete tiles on the exterior and gypsum drywall on the interior surface ofthe living area. Attic spaces are insulated with fiberglass insulation, and roofs are sloped. This roof/ceiling assembly was estimated to achieve a noise reduction rating of at least EWNR=36. Exterior walls are wood stud construction with stucco exteriors and minimum 1/2 inch gypsum drywall on the interior. All exterior walls include fiberglass insulation in the stud cavities. The walls were estimated to achieve a noise reduction rating of at least EWNR=40. The standard operable windows were estimated to achieve a noise reduction rating of at least EWNR=22. (This is roughly equivalent to a noise reduction rating of STC=24). Standard fixed windows were estimated to achieve a noise reduction of at least EWNR=26. (This is roughly equivalent to a noise reduction rating of STC-28). The data in Table 5 indicates that all rooms along Carlsbad Village Drive will meet or exceed the required reductions. Therefore, all rooms are projected to meet the 45 CNEL interior noise standard. Mestre Greve Associates Report #06-219 Page 9 of 10 Table 5 DATA USED TO COMPUTE THE EXTERIOR TO INTERIOR NOISE REDUCTION Room AREA EWNR Building Element (SQ. FT.) (dB) Unit 2, Bedroom 1 Window (fixed) 16.5 26 Shielded Entry Door 53.6 31 Wall 146.4 40 Roof/Ceiling 182.0 36 Room absorption 0 Total Noise Reduction: 26.4 dB Unit 2, Bedroom 2 Window (fixed) 16.0 26 Shielded Entry Door 53.6 31 Wall 195.0 40 Roof/Ceil ing 255.8 36 Room absorption 0 Total Noise Reduction: 26.9 dB 7.0 ADEQUATE VENTILATION Since the noise attenuation of a building falls to about 12 dB with windows open, all buildings exposed to noise levels greater than 57 CNEL will meet the 45 CNEL interior noise standard only with windows closed. In order to assume that windows can remain closed to achieve this required attenuation, adequate ventilation with windows closed must be provided per the applicable Uniform Building Code. Adequate ventilation will be required for unit #2 andjs shown in Exhibit 4. ""1 < '1 r?^^i96 TT fl 0^ 0^ • PN fl cr rt fl o •PM Cd fl • PN a 2 3 IS ^ fl fl e« C/5 u o CO c/5 Mestre Greve Associates Report #06-219 Page 10 of 10 APPENDIX CALCULATION SPREADSHEETS DATA USED TO DETERMINE EXTERIOR NOISE LEVELS -^ UJ 2 z < IS O S 6 z Lti < u UJ S X li- iy O UJ Z u 3 iff § ^ ^ •<t 0\ 00 m o d d g ^ ^ S S £^ d d ^ ^ !C d 8 -2^ »0 'O ^ vo ^ UJ U ^ q>oo\q(NioCT;fooqf«-jOs>r;—;r-; uidr-'\pw-i-<tc^ifnri(S — "--^d Q lO CD in Q ^ in U-I \o lO O lO O lO 00 M in o Ov c3\ CO qo o' <o \0 Ul vo fo >/i \o rvi vc QO vo <n «o v5 o o £i H H ^ o I oo o •^z S3 ^ .i2 O Q H Ov VO ^ 3 ^ ^ oooo d d lo d o o <o o d d "o d o o Ov o d d iri d o , d ^ §1^ <u . </> o Q o w DC ^ -J O z (0 O n ra ra OO ra 3Nn Ai^ado^d t_-JL