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Home My WebLink AboutRP 06-02; Roosevelt Plaza; Redevelopment Permits (RP) (3)ENVIRONMENTAL IMPACT ASSESSMENT FORM - PART I (TO BE COMPLETED BY THE APPLICANT) CASE NO: DATE: BACKGROUND 1. CASENAME: 2. LEAD AGENCY NAME AND ADDRESS: 29C^ £^65eUS^, & Cf^&^^ ^ ^ ^ 3. CONTACT PERSON AND PHONE NUMBER: PATRlCX \K Ni6t?<^N>N 41^-^001 4. PROJECT LOCATION: 5. PROJECT SPONSOR'S NAME AND ADDRESS: G^MO AAlS CAi^^^AO(C^A 6. GENERAL PLAN DESIGNATION: V 7. ZONING: 8. OTHER PUBLIC AGENCIES WHOSE APPROVAL IS REQjmREmi.e^ermits, financing approval or participation agreements): ^ITI OF^ Cr^&^fyGu. jS^/6/0/A-^^/ 9. PROJECT DESCRIPTION/ ENVIRONMENTAL SETTING AND SURROUNDING LAND USES: UJm-l 'F/^KIKX> A4dD T-f^>g^ gFTTVl^ sP/Q^es o/.^ -r^€ y^igsT pz-oo/^ p^us eiisnioo BO(LPt/JC Tg> -rue Klogm 15 TMe Bgys j 0/ ec3 <:.L()6 TD Rev. 07/26/02 ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED: The sunmiary of environmental factors checked below would be potentially affected by this project, involving at least one impact that is a "Potentially Significant Impact," or "Potentially Significant Impact Unless Mitigation Incorporated" as indicated by the checklist on the following pages. I I Aesthetics I I Agricultural Resources I I Air Quality I I Biological Resources I I Cultural Resources I I Geology/Soils Q Noise O Hazards/Hazardous Materials d Population and Housing I I Public Services I I Hydrology/Water QuaHty I I Land Use and Planning I I Mineral Resources I I Mandatory Findings Significance I I Recreation I I Transportation/Circulation Utilities & Service Systems Signiticance '—' ^ k,r rsP TUE 5o>iSS (sy-C£PT Rev. 07/26/02 ENVIRONMENTAL IMPACTS STATE CEQA GUIDELINES, Chapter 3, Article 5, Section 15063 requires that the City conduct an Environmental Impact Assessment to determine if a project may have a significeint effect on the environment. The Environmental Impact Assessment appears in the following pages in the form of a checklist. This checklist identifies any physical, biological and human factors that might be impacted by the proposed project and provides the City with information to use as the beisis for deciding whether to prepeire an Environmental Impact Report (EIR), Negative Declaration, or to rely on a previously approved EIR or Negative Declaration. • A brief explanation is required for all answers except "No Impact" answers that are adequately supported by an information source cited in the parentheses following each question. A "No Impact" answer is adequately supported if the referenced information sources show that the impact simply does not apply to projects like the one involved. A "No Impact" answer should be explained when there is no source document to refer to, or it is based on project-specific factors as well as general standards. • "Less Than Significant Impact" applies where there is supporting evidence that the potential impact is not significantly adverse, and the impact does not exceed adopted general standards and policies. • "Potentially Significant Unless Mitigation Incorporated" applies where the incorporation of mitigation measures has reduced an effect fi-om "Potentially Significant Impact" to a "Less Than Significant Impact." The developer must agree to the mitigation, and the City must describe the mitigation measures, and briefly explain how they reduce the effect to a less than significant level. • "Potentially Significant Impact" is appropriate if there is substantial evidence that an efifect is significantly adverse. • Based on an "EIA-Part I", if a proposed project could have a potentially significant adverse effect on the environment, but aU potentially significant adverse effects (a) have been analyzed adequately in an earlier EIR or Mitigated Negative Declaration pursuant to applicable standards and (b) have been avoided or mitigated pursuant to that earlier EIR or Mitigated Negative Declaration, including revisions or mitigation measures that are imposed upon the proposed project, and none of the circumstances requiring a supplement to or supplemental EIR are present and all the mitigation measures required by the prior environmental document have been incorporated into this project, then no additional environmental document is required. • When "Potentially Significant Impact" is checked the project is not necessarily required to prepare an EIR if the significant adverse effect has been analyzed adequately in an earlier EIR pursuant to applicable standards and the effect will be mitigated, or a "Statement of Overriding Considerations" has been made pursuant to that earlier EIR. • A Negative Declaration may be prepared if the City perceives no substantial evidence that the project or any of its aspects may cause a significant adverse effect on the environment. • If there are one or more potentially significant adverse effects, the City may avoid preparing an EIR if there are mitigation measures to clearly reduce adverse impacts to less than significant, and those mitigation measures are agreed to by the developer prior to public review. In this case, the appropriate "Potentially Significant Impact Unless Mitigation Incorporated" may be checked and a Mitigated Negative Declaration may be prepared. Rev. 07/26/02 • An EIR must be prepared if "Potentially Significant Impact" is checked, and including but not limited to the following circumstances: (1) the potentially significant adverse effect has not been discussed or mitigated in an earlier EIR pursuant to applicable standards, and the developer does not agree to mitigation measures that reduce the adverse impact to less than significant; (2) a "Statement of Overriding Considerations" for the significant adverse impact has not been made pursuant to an earlier EIR; (3) proposed mitigation measures do not reduce the adverse impact to less than significant; or (4) through the EIA-Part I analysis it is not possible to determine the level of significance for a potentially adverse effect, or determine the effectiveness ofa mitigation measure in reducing a potentially significant effect to below a level of significance. A discussion of potential impacts and the proposed mitigation measures appears at the end of the form under DISCUSSION OF ENVIRONMENTAL EVALUATION. Particular attention should be given to discussing mitigation for impacts, which would otherwise be determined significant. Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) I. AESTHETICS - Would the project: a) Have a substantial adverse effect on a scenic vista? b) Substantially damage scenic resources, including but not limited to, trees, rock outcroppings, and historic buildings within a State scenic highway? c) Substantially degrade the existing visual character or quality of the site and its surroundings? d) Create a new source of substantial light and glare, which would adversely affect day or nighttime views in the area? II. AGRICULTRAL RESOURCES - (In detennining whether impacts to agricultural resources are significant environmental effects, lead agencies may refer to the Califomia Agricultural Land Evaluation and Site Assessment Model-1997 prepared by the Califomia Department of Conservation as an optional model to use in assessing impacts on agriculture and farmland.) Would the project: a) Convert Prime Farmland, Unique Farmland, or Familand of Statewide Importance (Farmland), as shown on the maps prepared pursuant to the Farmland Mapping and Monitoring Program of the Califomia Resources Agency, to non-agricultural use? b) Conflict with existing zoning for agricultural use, or a Williamson Act contract? c) Involve other changes in the existing environment, which, due to their location or nature, could result in conversion of Farmland to non-agricultural use? III. AIR QUALITY - (Where available, the significance criteria established by the applicable air quality management or air pollution control district may be relied upon to make the following detenninations.) Would the project: a) Conflict with or obstruct implementation of the applicable air quality plan? b) Violate any air quality standard or contribute substantially to an existing or projected air quality violation? Potentially Significant Impact Potentially Significant Unless Mitigation Incorporated Less Than Significant Impact No Impact • • • X • • • >< • • • • • • • • • • • • • El • M • • • ^ • 0 • 0 • S • m Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referted to and attached.) c) Result in a cumulatively considerable net increase of any criteria pollutant for which the project region is in non-attainment under an applicable federal or state ambient air quality standard (including releasing emissions which exceed quantitative thresholds for ozone precursors)? d) Expose sensitive receptors to substantial pollutant concentrations? e) Create objectionable odors affecting a substantial number of people? IV. BIOLOGICAL RESOURCES - Would the project: a) Have a substantial adverse effect, either directly or through habitat modifications, on any species identified as a candidate, sensitive, or special status species in local or regional plans, policies, or regulations, or by Califomia Department of Fish and Game or U.S. Fish and Wildlife Service? b) Have a substantial adverse effect on any riparian, aquatic or wetland habitat or other sensitive natural community identified in local or regional plans, policies, or regulations or by Califomia Department of Fish and Game or U.S. Fish and Wildhfe Service? c) Have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water Act (including but not limited to marsh, vernal pool, coastal, etc.) through direct removal, filing, hydrological intermption, or other means? d) Interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites? e) Conflict with any local policies or ordinances protecting biological resources, such as a tree preservation policy or ordinance? f) Conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or state habitat conservation plan? g) Impact tributary areas that are environmentally sensitive? Potentially Significant Potentially Unless Less Than Significant Mitigation Significant No Impact Incorporated Impact Impact • • • S • • • • • • • • • • • • • • • s • • • s • • • M • • • ^ Kl • • • S Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) v. CULTURAL RESOURCES - Would the project: a) Cause a substantial adverse change in the significance of a historical resource as defined in §15064.5? b) Cause a substantial adverse change in the signifi- cance of an archeological resource pursuant to §15064.5? c) Directly or indirectly destroy a unique paieontologi- cal resource or site or unique geologic feature? d) Disturb any human remains, including those interred outside of formal cemeteries? Potentially Significant Potentially Unless Less Than Significant Mitigation Significant No Impact Incorporated Impact Impact • • • ^ • • • K • • • • • m • Kl VI. GEOLOGY AND SOILS - Would the project: a) Expose people or stmctures to potential substantial adverse effects, including the risk of loss, injury or death involving: i. Rupture of a known earthquake fault, as delineated on the most recent Alquist-Priolo Earthquake Fault Zoning Map issued by the State Geologist for the area or based on other substantial evidence of a known fault? Refer to Division of Mines and Geology Special Publication 42. • • • K ii. Strong seismic ground shaking? iii. Seismic-related ground failure, including liquefaction? iv. Landslides? b) Result in substantial soil erosion or the loss of topsoil? c) Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on- or off-site landslide, lateral spreading, subsidence, liquefaction, or collapse? d) Be located on expansive soils, as defined in Table 18 - l-B of the Uniform Building Code (1997), creating substantial risks to life or property? • • • X • • • y • • • X • • • X • • • • X • • • K Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) e) Have soils incapable of adequately supporting the use of septic tanks or altemative wastewater disposal systems where sewers are not available for the disposal of wastewater? HAZARDS AND HAZARDOUS MATERIALS - Would the project: VII. a) Create a significant hazard to the public or the environment through the routine transport, use, or disposal of hazardous materials? b) Create a significant hazard to the public or environment through reasonably foreseeable upset and accident conditions involving the release of hazardous materials into the environment? c) Emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or waste within one-quarter mile of an existing or proposed school? d) Be located on a site which is included on a list of hazardous materials sites compiled pursuant to Govemment Code Section 65962.5 and, as a result, would it create a significant hazard to the public or environment? e) For a project within an airport land use plan, or where such a plan has not been adopted, within two miles of a public airport or public use airport, would the project result in a safety hazard for people residing or working in the project area? f) For a project within the vicinity of a private airstrip, would the project result in a safety hazard for people residing or working in the project area? g) Impair implementation of or physically interfere with an adopted emergency response plan or emergency evacuation plan? h) Expose people or structures to a significant risk of loss, injury or death involving wildland fires, including where wildlands are adjacent to urbanized areas or where residences are intermixed with wildlands? VIII. HYDROLOGY AND WATER QUALITY project: Would the a) Violate any water quality standards or waste discharge requirements? Potentially Significant Potentially Unless Less Than Significant Mitigation Significant No Impact Incorporated Impact Impact • • • M • • • • • • • • • • • • • • • • • • H • • • S • • • S • • • 0 Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) b) Substantially deplete groundwater supplies or interfere substantially with ground water recharge such that there would be a net deficit in aquifer volume or a lowering of the local ground water table level (i.e., the production rate of pre-existing nearby wells would drop to a level which would not support existing land uses or planned uses for which permits have been granted)? c) Impacts to groundwater quality? d) Substantially alter the existing drainage pattem of the site or area, including through the alteration of the course of a stream or river, in a manner, which would result in substantial erosion or siltation on- or off- site? e) Substantially alter the existing drainage pattem of the site or area, including through the alteration of the course of a stream or river, or substantially increase the flow rate or amount (volume) of surface mnoff in a manner, which would result in flooding on- or off- site? f) Create or contribute runoff water, which would exceed the capacity of existing or planned stormwater drainage systems or provide substantial additional sources of polluted runoff? g) Otherwise substantially degrade water quality? h) Place housing within a 100-year flood hazard area as mapped on a Federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood delineation map? i) Place within 100-year flood hazard area structures, which would impede or redirect flood flows? j) Expose people or structures to a significant risk of loss injury or death involving flooding, including flooding as a result of the failure of a levee or dam? k) Inundation by seiche, tsunami, or mudflow? 1) Increased erosion (sediment) into receiving surface waters. Potentially Significant Potentially Unless Less Than Significant Mitigation Significant No Impact Incorporated Impact Impact • • • S • • • • • • • • • • • • • • • • • Kl • • • K • • • EI • • • ^ • K • m • s • m m) Increased pollutant discharges (e.g., heavy metals, pathogens, petroleum derivatives, synthetic organics, nutrients, oxygen-demanding substances and trash) into receiving surface waters or other alteration of receiving surface water quality (e.g., temperature, dissolved oxygen or turbidity)? • • • El Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) n) Changes to receiving water quality (marine, fi-esh wetland waters) during or following constmction? or o) Increase in any pollutant to an aheady impaired water body as listed on the Clean Water Act Section 303(d) list? p) The exceedance of applicable surface or groundwater receiving water quality objectives or degradation of beneficial uses? IX. LANDUSE AND PLANNING - Would the project: a) Physically divide an established community? b) Conflict with any applicable land use plan, policy, or regulation of an agency with jurisdiction over the project (including but not limited to the general plan, specific plan, local coastal program, or zoning ordinance) adopted for the purpose of avoiding or mitigating an environmental effect? c) Conflict with any applicable habitat conservation plan or natural community conservation plan? X. MINERAL RESOURCES - Would the project: a) Result in the loss of availability of a known mineral resource that would be of future value to the region and the residents of the State? b) Result in the loss of availability of a locally important mineral resource recovery site delineated on a local general plan, specific plan, or other land use plan? XI. NOISE - Would the project result in: a) Exposure of persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance or applicable standards of other agencies? b) Exposure of persons to or generation of excessive groundboume vibration or groundboume noise levels? c) A substantial permanent increase in ambient noise levels in the project vicinity above levels existing without the project? d) A substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project? • • • • • • • • • • Potentially Significant Impact Potentially Significant Unless Mitigation Incorporated Less Than Significant Impact No Impact • • • X • • • K • • • X • • • X • • • X • • • s • H • • • 0 • 0 • 0 • m 10 Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) e) For a project located within an airport land use plan or, where such a plan has not been adopted, within 2 miles of a public airport or public use airport, would the project expose people residing or working in the project area to excessive noise levels? f) For a project within the vicinity of a private airstrip, would the project expose people residing or working in the project area to excessive noise levels? XII. POPULATION AND HOUSING - Would the project: a) Induce substantial growth in an area either directly (for example, by proposing new homes and businesses) or indirectly (for example, through extension of roads or other infrastmcture)? b) Displace substantial numbers of existing housing, necessitating the constmction of replacement housing elsewhere? Potentially Significant Impact • Potentially Significant Unless Mitigation Incorporated Less Than Significant No Impact Impact • DM D D n m • • • El • • • E c) Displace substantial numbers of people, necessitating the constmction of replacement housing elsewhere? XIII. PUBLIC SERVICES a) Would the project resuh in substantial adverse physical impacts associated with the provision of new or physically altered govemment facilities, a need for new or physically altered govemment facilities, the constmction of which could cause significant environmental impacts, in order to maintain acceptable service ratios, response times, or other performance objectives for any of the public services: • • • S i) Fire protection? • • • y ii) Police protection? • • • y iii) Schools? • • • 1 iv) Parks? • • • v) Other public facilities? • • • 1 xrv. RECREATION a) Would the project increase the use of existing neighborhood and regional parks or other recreational facilities such that substantial physical deterioration of the facility would occur or be accelerated? • • • s 11 Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) b) Does the project include recreational facilities or require the constmction or expansion of recreational facilities, which might have an adverse physical effect on the environment? XV. TRANSPORTATION/TRAFFIC - Would the project: a) Cause an increase in traffic, which is substantial in relation to the existing traffic load and capacity ofthe street system (i.e., result in a substantial increase in either the number of vehicle trips, the volume to capacity ratio on roads, or congestion at intersections)? b) Exceed, either individually or cumulatively, a level of service standard established by the county congestion management agency for designated roads or highways? c) Result in a change in air traffic pattems, including either an increase in traffic levels or a change in location that results in substantial safety risks? d) Substantially increase hazards due to a design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment)? e) Result in inadequate emergency access? f) Result in insufficient parking capacity? g) Conflict with adopted policies, plans, or programs supporting altemative transportation (e.g., bus tum- outs, bicycle racks)? XVI. UTILITIES AND SERVICES SYSTEMS - Would the project: a) Exceed wastewater treatment requirements of the applicable Regional Water Quality Control Board? b) Require or result in the constmction of new water or wastewater treatment facilities or expansion of existing facilities, the constmction of which would cause significant environmental effects? c) Require or result in the constmction of new storm water drainage facilities or expansion of existing facilities, the constmction of which could cause significant environmental effects? d) Have sufficient water supplies available to serve the project fi-om existing entitlements and resources, or are new or expanded entitlements needed? Potentially Significant Impact • • Potentially Significant Unless Mitigation Incorporated Less Than Significant No Impact Impact • • • El • • • • • K • • • K • • • H • • • • • • • • • • • • • • m • • • K • • • K 12 Rev. 07/26/02 Issues (and Supporting Information Sources). (Supplemental documents may be referred to and attached.) e) Result in a determination by the wastewater treatment provider, which serves or may serve the project that it has adequate capacity to serve the project's projected demand in addition to the provider's existing commitments? f) Be served by a landfill with sufficient permitted capacity to accommodate the project's solid waste disposal needs? g) Comply with federal, state, and local statutes and regulations related to solid waste? XVII. MANDATORY FINDINGS OF SIGNIFICANCE a) Does the project have the potential to degrade the quality of the environment, substantially reduce the habitat of a fish or wildlife species, cause a fish or wildlife population to drop below self-sustaining levels, threaten to eliminate a plant or animal community, reduce the number or restrict the range of a rare or endangered plant or animal or eliminate important examples of the major periods of Califomia history or prehistory? b) Does the project have impacts that are individually limited, but cumulatively considerable? ("Cumula- tively considerable" means that the incremental effects of a project are considerable when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects?) c) Does the project have environmental effects, which will cause the substantial adverse effects on human beings, either directly or indirectly? Potentially Significant Potentially Unless Less Than Significant Mitigation Significant No Impact Incorporated Impact Impact • • • E! • • • • • El • m • • • K • • • El • • • K XVIII. EARLIER ANALYSES Earlier analyses may be used where, pursuant to the tiering, program EIR, or other CEQA process, one or more effects have been adequately analyzed in an earlier EIR or negative declaration. Section 15063(c)(3)(D). In this case a discussion should identify the following on attached sheets: a) Earlier analyses used. Identify earlier analyses and state where they are available for review. b) Impacts adequately addressed. Identify which effects fi-om the above checldist were within the scope of and adequately analyzed in an earlier document pursuant to applicable legal standards, and state whether such effects were addressed by mitigation measures based on the earlier analysis. c) Mitigation measures. For effects that are "Less Than Significant with Mitigation Incorporated," describe the mitigation measures, which were incorporated or refined from the earlier document and the extent to which they address site-specific conditions for the project. 13 Rev. 07/26/02 DISCUSSION OF ENVIRONMENTAL EVALUATION AIR QUALITY—Would the project: a) Conflict with or obstruct implementation of the applicable air quality plan? No Impact. The project site is located in the San Diego Air Basin which is a federal and state non-attainment area for ozone (O3), and a state non-attainment area for particulate matter less than or equal to 10 microns in diameter (PMio). The periodic violations of national Ambient Air Quality Standards (AAQS) in the San Diego Air Basin (SDAB), particularly for ozone in inland foothill areas, requires that a plan be developed outlining the pollution controls that will be undertaken to improve air quality. In San Diego County, this attainment planning process is embodied in the Regional Air Quality Strategies (RAQS) developed jointly by the Air Pollution Control District (APCD) and the San Diego Association of Govemments (SANDAG). A plan to meet the federal standard for ozone was developed in 1994 during the process of updating the 1991 state- mandated plem. This local plan was combined with plans from all other Califomia non-attainment areas having serious ozone problems and used to create the Califomia State Implementation Plan (SIP). The SIP was adopted by the Air Resources Board (ARB) after public heeirings on November 9th through 10th in 1994, and was forwarded to the Environmental Protection Agency (EPA) for approval. After considerable analysis and debate, particularly regarding airsheds with the worst smog problems, EPA approved the SIP in mid-1996. The proposed project relates to the SIP and/or RAQS through the land use and growth assumptions that are incorporated into the air quality planning document. These growth assumptions are based on each city's and the County's general plan. If a proposed project is consistent with its applicable General Plan, then the project presumably has been anticipated with the regional air quality planning process. Such consistency would ensure that the project would not have an adverse regional air quality impact. Section 15125(B) of the State of Califomia Environment Quality Act (CEQA) Guidelines contains specific reference to the need to evaluate any inconsistencies between the proposed project and the applicable air quality management plan. Transportation Control Measures (TCMs) are part of the RAQS. The RAQS and TCM plan set forth the steps needed to accomplish attainment of state and federal ambient air quality standards. The Califomia Air Resources Board provides criteria for determining whether a project conforms with the RAQS which include the following: • Is a regional air quality plan being implemented in the project area? • Is the project consistent with the growth assumptions in the regional air quality plan? The project area is located in the San Diego Air Basin, and as such, is located in an area where a RAQS is being implemented. The project is consistent with the growth assumptions of the City's General Plan and the RAQS, Therefore, the project is consistent with the regional air quality plan and will in no way conflict or obstmct implementation of the regional plan. b) Violate any air quality standard or contribute substantiaUy to an existing or projected air quality violation? Less Than Significant Impact. The closest air quality monitoring station to the project site is in the City of Oceanside. Data available for this monitoring site through April, 2002 indicate that the most recent air quality violations recorded were for the state one hour standard for ozone (one day in both 2000 and 2001) and one day in 2001 for the federal 8-hour average for ozone and one day for the 24-hour state standard for suspended particulates in 1996. No violations ofany other air quality standards have been recorded recently. If there is grading associated with the project, the project would involve minimal short-term emissions associated with grading and constmction. Such emissions would be minimized through standard constmction measures such as the use of properly tuned equipment and watering the site for dust control. Long-term emissions associated with travel to and fi^om the project will be minimal. Although air pollutant emissions would be associated with the project, they would neither resuU in the violation of any air quality standard (comprising only an incremental contribution to overall air basin quality readings), nor contribute substantially to an existing or projected air quality violation. Any impact is assessed as less than significant. c) Result in a cumulatively considerable net increase of any criteria poUutant for which the project region is non-attainment under an appUcable federal or state ambient air quaUty standard? 14 Rev. 07/26/02 Less Than Significant Impact. The Air Basin is currently in a non-attainment zone for ozone and suspended fine particulates. The proposed project would represent a contribution to a cumulatively considerable potential net increase in emissions throughout the air basin. As described above, however, emissions associated with the proposed project would be minimal. Given the limited emissions potentially associated with the proposed project, air quality would be essentially the same whether or not the proposed project is implemented. According to the CEQA Guidelines Section 15130 (a)(4), the proposed project's contribution to the cumulative impact is considered de minimus. Any impact is assessed as less than significant. EARLIER ANALYSIS USED AND SUPPORTING INFORMATION SOURCES The following documents were used in the analysis of this project and are on file in the City of Carlsbad Planning Department located at 1635 Faraday Avenue, Carlsbad, Califomia, 92008, 1. Final Master Environmental Impact Report for the City of Carlsbad General Plan Update (MEIR 93-01), City of Carlsbad Planning Department. March 1994, 15 Rev. 07/26/02 LIST OF MITIGATING MEASURES (IF APPLICABLE) ATTACH MITIGATION MONITORING PROGRAM (IF APPLICABLE) 16 Rev, 07/26/02 ACOUSTICAL ANALYSIS REPORT Roosevelt Plaza 3135 & 3147 Roosevelt Street Carlsbad, California 92008 EedevelopmeniPermit Parcel No. 204-085-02 & 03 Pteei^^for ' Wpodfland, Group. Attention: Mr, pa^cfc^ J^torman ^ ':c^rlsl)ad^^l^^ ; 'Z lPN>ne 760-434^^11^^.; ^ ^ Pax 760-434-9827 - ' Prepared Bv Eilar Associates Acousfical & Environmental Consulfing 539 Encinitas^oulevard. Suite 206 Encinitas, California 92024 www.erlarassociales.com Phone 760-7iMllS65 IX 7i Job #A60806N1 August 25, 2006 TABLE OF CONTENTS Page 1.0 EXECUTIVE SUMMARY 1 2.0 INTRODUCTION 2 2.1 Project Locafion 2.2 Project Descripfion 3.0 ENVIRONMENTAL SETTING 3 3.1 Existing Noise Environment 3.2 Future Noise Environment 4.0 METHODOLOGY AND EQUIPMENT 6 4.1 Methodology 4.2 Measurement Equipment 5.0 IMPACTS AND MITIGATION 9 5.1 Exterior 5.2 Interior 5.3 Typical Common Wall Assembly 5.4 Typical Common Floor/Ceiling Assembly 6.0 CERTIFICATION 16 7.0 REFERENCES 17 TABLE OF CONTENTS FIGURES 1. Vicinity Map 2. Assessor's Parcel Map 3. Satellite Aerial Photograph 4. Topographic Map 5. Planned Land Use Map 6. Site Plan Showing Current Overall Combined CNEL Contours and Noise Measurement Location 7. Site Plan Showing Future Overall Combined CNEL Contours and Noise Measurement Location 8. Site Plan Showing Future Overall Combined CNEL Impacts at Proposed Outdoor Use Areas with Sound Attenuation Barrier Mifigation 9. Site Plan Showing Future Overall Combined CNEL at Proposed Building Facades APPENDICES A. Traffic Noise Model (TNM) Data and Results B. Railway Noise Analysis C. Exterior-to-lnterior Noise Analysis D. Sound Insulafion Prediction Results E. Excerpts of Typical Architectural Plans F. Recommended Products G. Effect of Electrical Oufiet Boxes on Sound Transmission Through Gypsum Board Walls H. Typical Recessed Down Light Enclosure Box Details 1.0 EXECUTIVE SUMMARY The proposed project, Roosevelt Plaza, consists of the new construction of one 2-story mixed-use building. The proposed building will consist of three retail spaces on the ground level and four apartments on the second level. The project site is located at 3135 and 3147 Roosevelt Street in the City of Carisbad, California, The primary noise sources in the vicinity of the project site include automobile and truck traffic noise from Roosevelt Street, Pine Avenue, Oak Avenue, and Tyler Street along with commuter and freight train noise associated with the Southem Pacific railroad tracks located approximately 436 feet west of the project site. The current combined calculated on-site overall noise level at the southeastern corner of the project site is 68.3 CNEL. Due to a projected increase in traffic volume, the future (year 2030) combined noise level at the southwestern corner of the project site is expected to increase to 69.4 CNEL. The City of Carisbad Element of the General Plan states that exterior noise levels shall not exceed 60 CNEL at residenfial outdoor usable areas. Calculafions show that the future traffic noise level at the proposed residenfial outdoor usable areas will range from 59.3 CNEL at the southern balcony of unit 2 to 67.0 CNEL at the balcony of unit 4. Do to the calculated future levels exceeding 60 CNEL, mitigation to provide a future exterior noise level below 60 CNEL is recommended. To help eliminate direct and fianking noise from the traffic and train, the mitigation sound wall should surround the balconies for each unit, in the form of a sound attenuafion wall with an overall height of 4.5-feet. Calculations show that future combined noise levels at proposed building facades will range from 50.7 CNEL on the first level of the northern facade to 69.1 CNEL on the first level of the eastern facade. Where exterior noise levels at building facades exceed 60 CNEL, an acousfic study is required to determine if unmifigated future interior noise levels in habitable spaces will achieve noise levels below 45 CNEL for all habitable residential spaces and 50 CNEL for all retail spaces, with all windows opened. A mechanical ventilation system is required if this condition cannot be met to provide a viable environment with noise exposure not greater than 45 CNEL for residential spaces and 50 CNEL for retail spaces, with all windows closed. This study examines the sound reducfion properties of proposed exterior wall, window, and sliding glass door construcfion designs to ensure acceptable interior acousfic levels within the proposed habitable residenfial spaces and retail spaces. Representative worst-case exterior-to-interior calculations stiow that the future interior noise levels will not meet the minimum requirements of 45 CNEL or less in residenfial spaces, with windows in an opened position. Therefore, a mechanical venfilafion system is recommended for all residential and retail units of this project as a result of this acousfical study. For further details, please refer to Secfion 5.0 of this report. The proposed common wall and typical common floor/ceiling assemblies were evaluated to verify compliance with Califomia Building Code Secfions 1208,2 and 3 which regulate airborne sound transmission and impact sound insulation. No upgrades for the proposed common wall design are necessary according to the results of Marshall Day's INSUL predicfion software, which provided an STC rafing of 54 for the assembly. The proposed typical common floor/ceiling assembly was determined not to be usable due to its incapability to pass fire codes and noise codes, according to Mr, EIzo Gernhart, owner of Eilar Associates Job#A60806N1 August 25,2006 Pagel Pac-lnternational. Due to this acousfical study an upgraded fioor/ceiling assembly is proposed to meet both fire codes and noise codes. The upgraded assembly qualifies for an IIC rating of 60 and an STC rafing of 55 according to test results of a similar design in test case 720041-IIC and NNRI by DSA Engineers, For further details on building construction recommendafions, please refer to Secfion 5,0 of this report. 2.0 INTRODUCTION This acousfical analysis report is submitted to satisfy the acousfical requirements of the City of Carisbad for a Major Redevelopment Permit. Its purpose is to assess noise impacts from nearby roadway traffic, along with commuter and Southern Pacific freight train noise, and to identify project features or requirements necessary to achieve interior noise levels of 50 CNEL in retail spaces and 45 CNEL or less in habitable residenfial spaces, in compliance with the City of Carisbad and State of California noise regulations.. All noise level or sound level values presented herein are expressed in terms of decibels, with A-weighfing to approximate the hearing sensitivity of humans. Time-averaged noise levels are expressed by the symbol LEQ, for a specified duration. The CNEL is a 24-hour average, where sound levels during evening hours of 7:00 p.m. to 10:00 p.m. have an added 5 dB weighfing, and sound levels during nightfime hours of 10:00 p.m. to 7:00 a.m. have an added 10 dB weighfing. This is similar to the Day-Night sound level, LDN, which is a 24-hour average with an added 10 dB weighting on the same nightfime hours but no added weighfing on the evening hours. Sound levels expressed in CNEL are always based on the A-weighted decibel. These metrics are used to express noise levels for both measurement and municipal regulafions, for land use guidelines, and for enforcement of noise ordinances. Further explanation can be provided upon request. 2.1 Project Location The project site is located at 3135 and 3147 Roosevelt Street in the City of Carisbad, California. The proposed project consists of one new building on a rectangular shaped lot bound by Roosevelt Street on the east, Tyler Street to the west, a single story residenfial house on the south and the Boy's and Giri's Club on the north side. There is a railroad track system located approximately 436-feet west of the project site. The Assessor's parcel number (APN) for the property is 204-085- 02 and 03. The project location is shown on the Vicinity Map, Figure 1, following this report. An Assessor's Parcel Map, Satellite Aerial Photograph, Planned Land Use Map, and Topographic Map of this area are also provided as Figures 2 through 5. 2.2 Project Description The proposed project consists of the new construcfion of one 2-story mixed-use building. The proposed building will consist of three retail spaces and a covered parking lot on the ground level. The second level will consist of four apartments. Eilar Associates Job #A60806N1 August 25,2006 Page 2 3.0 ENVIRONMENTAL SETTING 3.1 Existing Noise Environment The primary noise sources in the vicinity ofthe project site include automobile and truck traffic noise from Roosevelt Street, Pine Avenue, Oak Avenue, and Tyler Street along with commuter and freight train noise associated with the Southern Pacific railroad tracks. There are no bus stops located in the immediate vicinity of the project site; therefore, bus stop noise is determined to be negligible. No other noise sources are considered to be significant 3.1.1 Vehicle Traffic Noise Roosevelt Street is a two-lane, two-way Local Street running north-south to the east of the project site. The paved roadway width is approximately 35 feet from, curb to curb, with a posted speed limit of 25 mph. Roosevelt Street, in the vicinity of the project site, currently carries an esfimated traffic volume of 7,638 Average Daily Trips (ADT), according to Jim Gale, a Transportafion Planner for the City of Carisbad. Oak Avenue is a two-lane, two-way Local Street roadway carrying east-west traffic to the north of the project site. The paved roadway width Is approximately 40 feet, curb to curb, with a posted speed limit of 25 mph. Oak Avenue, in the vicinity of the project site, currently carries an esfimated traffic volume of 2,251 ADT, according to Jim Gale. Pine Avenue is a two-lane, two-way Collector carrying east-west traffic to the north of the project site. The paved roadway width is approximately 35 feet, curb to curb, with a posted speed limit of 25 mph. Pine Avenue, in the vicinity of the project site, currently carries an esfimated traffic volume of 1,096 ADT, according to Jim Gale. Tyler Street is a two-lane, two-way unclassified roadway carrying north-south traffic to the west of the project. The paved roadway width is approximately 35 feet, curb to curb, with a posted speed limit of 25 mph. There are currently no traffic counts for this roadway. Based on neighboring and surrounding land use, roadway classification, our professional experience during on-site observations, and conversafions with Jim Gale, the traffic volume for Tyler Street is esfimated to be 1,000 ADT, The current and future truck percentages for all roadways were obtained based on neighboring and surrounding land use, roadway classificafion, and our professional experience during on-site observations. Current and future traffic volumes for the roadway sections near the project site are shown in Table 1, For further roadway details and projected future ADT traffic volumes, please refer to Appendix A: Traffic Noise Model (TNM) Data and Results. Eilar Associates Job#A60806N1 August 25,2006 Page 3 Roadway Traffic Information ^^^^^^r^^^ Speed Limit (mph) Current ADT Future (2030) txoauway namo Cunrent Future Current ADT ADT Roosevelt Street 25 25 7,638 9,548 Oak Avenue 25 25 2,251 2,814 Pine Avenue 25 25 1,096 1,370 Tyler Street 25 25 1,000 1,250 3.1.2 Commuter and Freight Train Noise A single Southern Pacific railroad track system is located approximately 436-feet to the west of the project site. Railway traffic includes Coaster, Amtrak, and freight train traffic, which travels north- south in the vicinity of the project site, A worst-case analysis of the railway traffic determined that weekday operafions result in greater noise impacts than weekend operations. Each weekday, a total of 22 Coaster trains, 29 Amtrak trains, and 6 freight trains pass near the project site. Coaster information was obtained at http://www.sdcommute.com. Amtrak at http://www.amtrak.com. and freight train traffic informafion was obtained through Walt Stringer, Light Rail Manager with NCTD (North County Transit District). Please refer to Appendix B: Railway Noise Analysis. The current noise environment at the project site is primarily the result of automobile and truck traffic noise from Roosevelt Street, Pine Avenue, Oak Avenue, and Tyler Street along with commuter and freight train noise. Without mitigation or proposed project structures, the current 69 CNEL combined noise contour is located approximately 46-feet west of the centeriine of Roosevelt Street along the east side of the property, where the traffic noise is dominate. The current 65 CNEL combined contour is similariy located approximately 71-feet from the Roosevelt Street centeriine, again on the west side of the property. The current 63 CNEL combined contour is located approximately 89-feet from the Roosevelt Street centeriine in the middle of the property. The second current 65 CNEL combined contour is located approximately 181-feet from the Roosevelt Street centeriine along the west side of the property, where the train noise is dominate. For a graphical representation of these contours, please refer to Figure 6: Site Plan Showing Current Overall Combined CNEL Contours and Noise Measurement Locafion 3.1.3 Measured Noise Level An on-site inspection and traffic noise measurement were made on the morning of Thursday, August 17, 2006. The weather condifions were as follows: clear skies, low humidity, and temperature In the mid-70's with winds from the southwest at 1-2 mph. A "one-hour" equivalent measurement was made at the southeast corner of the property. The microphone was placed at approximately five feet above the existing project site grade. Eilar Associates Job #A60806N1 August 25, 2006 Page 4 Traffic volumes for Roosevelt Street were recorded for automobiles, medium-size trucks, and large trucks during the measurement period. After a confinuous 15-minute sound level measurement, no changes in the LEQ were observable and results were recorded. The measured noise level and related weather condifions are found in Table 2. The calculated equivalent hourly vehicle traffic count adjustment and a complete tabular listing of ail traffic data recorded during the on-site traffic noise measurement are found in Appendix A: TNM Data and Results, Date Thursday, August 17*^ 2006 Time 9:15 a,m. -9:30 a.m. Conditions Clear skies, winds form the southwest (g 1-2 mph, temperature in the mid 70's with low humidity Measured Noise Level 61.9 dBA LEQ 3.1.4 Calculated Noise Level Noise levels were calculated for the site using the methodology described in Section 4.1 for the location, conditions, and traffic volumes counted during the noise measurements. The calculated noise levels (LEQ) were compared with the measured on-site noise level to determine if adjustments or corrections (calibration) should be applied to the traffic noise prediction model in the Traffic Noise Model software (TNM). Adjustments are intended to account for site-specific variances in overaii refiectivity or absorpfion, which may not be accurately represented by the default setfings in the model. The measured noise level of 61.9 dBA LEQ at Roosevelt Street was compared to the calculated (modeled) noise level of 63.8 dBA LEQ, for the same weather condifions and traffic flow. No adjustment was deemed necessary to model future noise levels for this location based on the 1.9 dB discrepancy between the measured and calculated noise levels. This informafion is clearly presented in Table 3. 'Calculated vers us MeasuredTraffi Calibration Receiver Position Calculated Measured Difference Correction Roosevelt Street 61.9 dBA LEQ 63.8 dBA LEQ 1.9 dB None applied 3.2 Future Noise Environment Future (year 2030) traffic ADTs for Roosevelt Street, Oak Avenue, Tyler Street, and Pine Street were obtained based on neighboring and surrounding land use, roadway classificafion, and our professional experience during on-site observations. The current ADTs were compounded 1% annually to give approximate future traffic volumes. The future (2030) traffic volume is projected to be 9,548 ADT for Roosevelt Street, 2,814 ADT for Oak Avenue, 1,370 ADT for Pine Avenue, and 1,250 ADT for Tyler Street Eilar Associates Job #A60806N1 August 25, 2006 Page 5 The same truck percentages from the exisfing traffic volumes were used for future traffic volume modeling. The roadway classificafion, speed limit, alignment and roadbed grade elevafions are expected to remain the same for these sections of roadways. For further roadway details and projected future ADT traffic volumes, please refer to Appendix A: Traffic Noise Model Data and Results, By the year 2008, the Escondido-Oceanside line will have a restricfion lifted which will allow for more train traffic to travel along the southern portion of the Southem Pacific railway track system, through the City of Carisbad, According to Walt Stringer, Light Rail Manager, NCTD (North County Transit District), the lift of the restricfion will allow for 5 more freight trains during the night fime hours. Approximately half of these trains will be traveling directly in front of the project site because of the diversion in Oceanside, Also, freight trains will be carrying more cars due to increased activity and popularity of the freight train system, according to Walt Stringer, In the future, these freight trains could carry as many as 120 cars. The future train traffic volume for the railway system directly to the west of the project site is projected to be 22 Coaster trains, 29 Amtrak trains, and 8 freight trains. 4.0 METHODOLOGY AND EQUIPMENT 4.1 Methodology 4.1.1 Field Measurement Typically, a "one-hour" equivalent sound level measurement (LEQ, A-Weighted) is recorded for at least one noise-sensitive locafion on the site. During the on-site noise measurement, start and end times are recorded, vehicle counts are made for cars, medium trucks (double-tires/two axles), and heavy trucks (three or more axles) for the corresponding road segment(s). Supplemental sound measurements of one hour or less in duration are often made to further describe the noise environment of the site. For measurements of less than one hour in durafion, the measurement fime is long enough for a representative traffic volume to occur and the noise level (LEQ) to stabilize; 15 minutes is usually sufficient for this purpose. The vehicle counts are then converted to one-hour equivalent volumes by applying an appropriate factor. Other field data gathered include measuring or esfimafing distances, angles-of-view, slopes, elevafions, roadway grades, and vehicle speeds. This information is subsequently verified using available maps and records. 4.1.2 Roadway Noise Calculafion The Traffic Noise Model software, TNM Version 2.5 released in February 2004 by the U. S. Department of Transportation was used for all traffic modeling in the preparation of this report. TNM calculates the daytime average Houriy Noise Level (HNL) from traffic data including road alignment, elevation, lane configuration, projected traffic volumes, estimated truck composition percentages and vehicle speeds. The HNL is equivalent to the LEQ, and may be converted to CNEL by the addition of 2,0 decibels, as suggested in the Wyle Laboratories Study (see reference). The daytime average houriy traffic volume, evaluated from Average Weekday Trips (AWT) data as shown in the Wyle Study to be simply 5,8% of AWT, is then applied to models in TNM. Current and future CNEL is calculated for predetermined receiver locations. Further explanation can be supplied on request. Eilar Associates Job#A60806N1 August 25,2006 Page 6 4.1.3 Railway Noise Calculation The railway noise analysis is based on the U.S. Department of Housing and Urban Development (HUD) Noise Guidebook, distributed by the Office of Community Planning and Development. The railway noise calculafions examine the combination of diesel engine noise and railway car noise. The HUD Guidelines treat electric trains, such as trolleys, as railroad cars with no engine. The HUD Guidelines provide for the separate evaluation of diesel locomotives and railroad cars, and then the combination of the two, in order to obtain the overall CNEL train noise impact to the project site. The results of the railway noise analysis are provided in DNL, which is synonymous with CNEL. The evaluation of a site's exposure to railway noise requires the consideration of the distance from the site to the railroad track centeriine, the number of diesel and electric trains in both direcfions during an average 24-hour day, the fraction of trains that operate during the night, the average number of diesel locomotives, the average number of railway cars per diesel train, the average train speed past the site, whether the rails are bolted or welded, and whether the site is nearby crossings where train whistles or horns are sounded. For detailed railway noise calculafions please refer to Appendix B: Railway Noise Analysis. 4.1.4 Exterior-to-lnterior Noise Calculation The State Building Code, local municipalities, and other agencies (such as HUD) require an acoustical analysis for any multi-unit residential facility proposed in an area that has or will have exterior noise levels in excess of 60 CNEL. This analysis must demonstrate building features and mitigation that will provide interior noise levels of 45 CNEL or less for residential units, classrooms, or other habitable interior areas. CNEL is considered synonymous with LDN- Analysis for the interior noise levels requires consideration of: Number of unique assemblies in the wall (doors, window/wall mount air condifioners, sliding glass doors, and windows) Size, number of units, and sound transmission data for each assembly type Length of sound impacted wall(s) Depth of sound impacted room Height of exterior wall of sound impacted room Exterior noise level at wall assembly or assemblies of sound impacted room The Composite Sound Transmission data is developed for the exterior wall(s) and the calculated noise exposure is converted to octave band sound pressure levels (SPL) for typical traffic type noise. The reducfion in room noise due to absorption is calculated and subtracted from the interior octave noise levels, and the octave band noise levels are logarithmically summed to yield the overall interior room noise level. When interior noise levels exceed 45 CNEL, the noise reducfion achieved by each element is reviewed to determine the most cost-effective and compliant design modifications. Windows are usually the first to be reviewed, followed by the doors, and finally the walls, 4.1.5 Evaluation of Exterior Wall, Interior Common Wall, and Floor/Ceiling Assemblies Modeling of floor/ceiling and wall assemblies using building plans is accomplished using INSUL Ver. 6.0, which is a model-based computer program, developed by Marshall Day Acoustics for predicting the sound insulation of walls, floors, ceilings and windows. It is acousfically based on Eilar Associates Job#A60806N1 August 25,2006 Page 7 theoretical models that require only minimal material information and can make reasonable esfimates of the sound transmission loss (TL) and Sound Transmission Class (STC) for use in sound insulafion calculafions. INSUL can be used to quickly evaluate new materials or systems or investigate the effects of changes to existing designs. It employs the simple mass law and the coincidence frequency approach to model individual materials and can simulate the behavior of complex assembly partitions. It has evolved over several versions into an easy-to-use tool and has refined the theoretical models by continued comparison with laboratory tests to provide acceptable accuracy for a wide range of construcfions, INSUL model performance comparisons with laboratory test data show that the model generally predicts the performance of a given assembly within 3 STC points. ' The 2001 California Building Code allows for acceptance of building plans that reference laboratory- tested partifions with STC and IIC rafings exceeding the minimum required FSTC and FIIC (installed) rating by 5 rafing points. It is generally understood that up to 5 rating points are lost during actual construcfion, as minor deficiencies in construcfion can reduce the overall sound insulation properties of an assembly. For purposes of sound and impact insulafion within new multiple-family residenfial structures, it is important for construcfion to be conducted with a focus on acousfical construcfion details, or greater deficiencies could result. Appendix Chapter 12, Secfions 1208 and 1208A of the 2001 California Building Code require floor/ceiling and common wall assemblies (partitions) in mulfiple-family residential structures to be built in order to attain a minimum field-tested (FSTC and FIIC) rating of 45 or higher. The identification and use of a laboratory-tested assembly that is rated 50 or higher does not waive the requirement for the final, installed assembly to achieve an FSTC and FIIC rafing of at least 45 in the field. Factors that determine sound reduction in mulfi-family construction depend on the acoustical material used in the fioor/ceiling and wall assemblies. To determine the acousfical integrity of the given proposed assembly, it is necessary to evaluate the sound insulafion of individual components constructed within the assembly. 4.2 Measurement Equipment Some or all of the following equipment was used at the site to measure existing noise levels: Larson Davis Model 720 Sound Level Meter, Serial # 0263 Larson Davis Model CAI 50 Calibrator, Serial # 0203 Hand-bearing magnefic compass, microphone with windscreen, tripods Distance measurement wheel, digital camera The sound level meter was field-calibrated prior to and following the noise measurement to ensure accuracy. All sound level measurements conducted and presented in this report, in accordance with the regulafions, were made with a sound level meter that conforms to the American Nafional Standards Institute specificafions for sound level meters ANSI SI.4-1983 (R2001). All instruments are maintained with National Bureau of Standards traceable calibrafions, per the manufacturers' standards. Eilar Associates Job#A60806N1 August 25,2006 Page 8 5.0 IMPACTS AND MITIGATION 5.1 Exterior The current calculated on-site combined noise level at the southeast corner of the property is 68,3 CNEL, By the year 2030, the projected noise level at the same locafion will increase to 69.4 CNEL due to the projected increase in train and traffic volumes. The noise environment at the project site is primarily the result of automobile and truck traffic noise from Roosevelt Street, Pine Avenue, Oak Avenue, and Tyler Street along with commuter and freight train noise. Without mitigation or proposed project structures, the future 70 CNEL combined contour is located approximately 41-feet west of the centeriine of Roosevelt Street along the east side of the property, where the traffic noise is dominate. The future 65 CNEL combined contour is similarly located approximately 69-feet from the Roosevelt Street centeriine, again on the east side of the property. The future 63 CNEL combined contour is located approximately 105-feet from the Roosevelt Street centeriine in the middle of the property. The second future 65 CNEL combined contour is located approximately 89-feet from the Roosevelt Street centeriine along the west side of the property, where the train noise is dominate. The second 70 CNEL combined contour is located 189-feet from the Roosevelt Street centeriine along the northwest corner of the property, again where the train noise is dorninate. For a graphical representafion of these contours, please refer to Figure 7: Site Plan Showing Future Overall Combined CNEL Contours and Noise Measurement Location. The City of Carisbad's Noise Element of the General Plan states that exterior noise levels shall not exceed 60 CNEL at outdoor useable areas. Calculafions show that with the proposed 3.5-foot high solid balcony wall, the future traffic noise level at the proposed outdoor use areas will range from 59.3 CNEL at the southern balcony of unit 2 to 69.0 CNEL at the balcony of unit 4. Due to the calculated future levels exceeding 60 CNEL, mifigafion to provide a future exterior noise level below 60 CNEL is recommended. To help eliminate direct and fianking noise from the traffic and trains, the sound wall mitigafion should be placed around each balcony and shall have an overall solid balcony wall height of 4.5-feet. For a detailed description of the wall construcfion please refer to Section 5.2 of this report. Table 4 summarizes the future combined noise impacts to the proposed outdoor use areas and the suggested height of the wall to obtain more acceptable CNEL levels. Please refer to Figure 8: Site Plan Showing Future Overall Combined CNEL Impacts at Proposed Outdoor Use Areas with Sound Attenuation Barrier Mitigafion Eilar Associates Job#A60806N1 August 25,2006 Page 9 1 Table 4. Future Overall Combined CNEL at Proposed Outdoor Use^Areas 1 y.^f'T'i^tr-^'^^ M;fAtteniratlon;MJtlga^^^ Receiver Location Combined Exterior CNEL With Proposed WaN Height Of 3.5-feet Mitigated OveraH Wall Height (ft) Combined Exteriorf CNEL With Mitigated Wall Height 1 R1 Unit 1 Balcony 63.7 4.5 59.6 R2 Unit 2 South Balcony 59.3 4.5 54.0 R3 Unit 2 East Balcony 66.9 4.5 58.7 R4 Unit 3 Balcony 64.0 4.5 59.9 R5 Unit 4 Balcony 67.0 4.5 58,6 Calculations show that current noise levels at the building facades will range from 50.7 CNEL on the first level of the east facade to 71.1 CNEL on the fourth level of the west fagade. Table 5 summarizes the projected exterior noise levels at each habitable building facade. These levels reflect the projected noise environment at the proposed building's facades. Please refer to Figure 9: Site Plan Showing Future Overall Combined CNEL at Proposed Building Facades for more informafion. ^a|Io#^tCi|^^^^^ mm •• mm Receiver Floor Receiver Location Exterior Traffic CNEL Exterior Train CNEL Combined Noise Level (CNEL) R-1 1 North Fagade 44.7 49,4 50.7 R-2 2 North Fagade 47.1 55.0 55.7 R-3 1 East Fagade 69.1 42.0 69.1 R-4 2 East Fagade 67,0 47.0 67,0 1 R-5 1 South Fagade 47.2 56.4 56.9 1 R-6 2 South Fagade 54.6 59.3 60.6 1 R-7 1 West Fagade 41.6 51.2 51.7 R-8 2 West Fagade 56,6 64.4 65.1 5.2 Balcony Sound Attenuation Wall Construction Details The balcony sound attenuafion barrier should be a single, solid sound wall. The balcony sound attenuation wall height should be 4.5-feet above the fioor elevation of each balcony. The sound attenuation barrier should be solid and constructed of masonry, wood, plasfic, fiberglass, steel, or a combination of those materials, with no cracks or gaps through or below the wall. Any seams or cracks must be filled or caulked. If wood is used, it can be tongue and groove and must be at least one-inch thick or have a surface density of at least ZYi pounds per square foot. Where architectural or aesthetic factors allow, glass or clear plasfic may be used on the upper portion, if it is desirable to preserve a view. Eilar Associates Job #A60806N1 August 25, 2006 Page 10 Sheet metal of 18-gauge (minimum) may be used, if it meets the other criteria and is properiy supported and stiffened so that it does not rattle or create noise itself from vibrafion or wind. Any doors or gates must be designed with overiapping closures on the bottom and sides and meet the minimum specifications of the wall materials described above. The gate(s) may be of ^-inch or better wood, solid-sheet metal of at least 18-gauge metal, or an exterior-grade solid-core steel door with prefabricated door jambs 5.3 Interior The State of California requires buildings to be designed in order to attenuate, control, and maintain interior noise levels not greater than 50 CNEL in retail spaces and 45 CNEL in habitable space as formulated in Califomia Building Code Section 1208A.8.2. Contemporary exterior building construction is expected to achieve at least 15 decibels of exterior-to-interior noise attenuafion, with windows opened. As a result, exterior noise levels of more than 60 CNEL often result in interior conditions that fail to meet the 45 CNEL requirements for habitable space and 50 CNEL for retail spaces. Current exterior traffic noise levels at several of the proposed building facades are shown to exceed 60 CNEL. Due to the elevated worst-case exterior traffic noise level impacts at these building facades, an exterior-to-interior noise analysis was conducted to evaluate the sound reduction properties of proposed exterior wall, window, and sliding glass door construcfion designs. Please refer to Appendix C: Exterior-to-lnterior Noise Analysis. The architectural building plan specifications for the typical exterior wall assemblies to be used in this project describe the following material elements: Stucco layer, 7/8-inch thick on metal lath 1/2-inch thick plywood sheathing 2-inch by 6-inch wood studs placed 16-on-center 5-1/2-inch thick layer of fiberglass batt insulation in stud cavity Single layer of 5/8-inch Type X gypsum board The exterior wall design was acoustically evaluated using the INSUL software, resulting in an approximate STC rating of 45 for the wall assembly described above. These findings can be found in Appendix D: Sound Insulafion Predicfion Results. With a current combined noise environment approaching 70 CNEL at the exterior walls of units on the second fioor, windows were acoustically evaluated to substantiate conformance with Califomia Building Code requirements. An exterior-to-interior noise analysis for a worst-case noise impacted sample of units was performed. In particular, this analysis included all of the units on the second fioor and retail spaces 1 and 3 on the ground floor; These spaces were found to be impacted by a combined exterior traffic and train noise levels greater than 60 CNEL and provide a reasonable cross-secfion of the worst impacted units according to our noise modeling results. Please refer to Appendix D: Sound Insulafion Predicfion Results. Our exterior-to-interior analysis also incorporates a minimum STC 31, 5/8-inch thick, dual insulafing windows and sliding glass doors, as the minimum recommended configurafion. The STC 31 window assembly is constructed as follows: Eilar Associates Job#A60806N1 August 25,2006 Page 11 1/8-inch glass, 3/8-inch air gap, 1/8-inch glass The listed STC value is based on "Center-of-Glass" test data. Any window and frame configuration may be used as long as it meets or exceeds the minimum STC rafing and corresponding octave band performance for the above window. Window "Center-of-Glass" performance for the recommended window is provided in Appendix D: Sound Insulafion Predicfion Results. With the proposed exterior wall assembly, window, and glass door configurations specified above, all rooms will not comply with the City of Carisbad interior noise code regulafions, with windows and doors in an opened position. Please refer to Table 6, showing future interior noise levels with the recommendations made herein. Table 6; Worst-Case Future Interior Overaii Combined Noise.Levels with MIti atldn Rec oipmenciatipns Location Level Exterior Fagade 1 (CNEL) Exterior Facade 2 (CNEL) ^ - Mintmum Window Rating (STCf Interior CNEL (wmdows open) Interior CNEL (wmdows closed) Mechanical Ventilation Unitl Master Bedroom 2 65.1 60,6 31 46.3 33.2 Required Unitl Living Room 2 65.1 — 31 45.2 37.1 Required Unit 2 Master Bedroom 2 67.0 60.6 31 48.7 36,3 Required Unit 3 Master Bedroom 2 65.1 55.7 31 45.6 34.4 Required Unit 4 Master Bedroom 2 67.0 55.7 31 47.1 34.9 Required Retail Space 1 2 69,1 50.7 31 49.2 38.0 Recommended Retail Space 3 2 69.1 56.9 31 49.4 38,4 Recommended In instances where interior habitable space is exposed to noise levels greater than 45 CNEL and retail spaces exposed to levels greater than 50 CNEL, with ali windows in the open position, appropriate means of air circulation and provision of fresh air must be present to allow windows to remain closed for extended intervals of time so that acceptable levels of noise can be maintained on the interior. The mechanical venfilafion system shall meet the criteria of the Uniform Building Code (Chapter 12, Secfion 1203,3 of the 2001 California Building Code, based on the 1997 Uniform Building Code), including the capability to provide sufficient fresh air exchanges, as required by the Code, Fresh air must be supplied to individual rooms through a separate supply line duct controllable via a "Summer Switch" for circulafion of unheated air, "Make-up air" must be supplied from the outside Eilar Associates Job #A60806N1 August 25, 2006 Page 12 through a minimum 4-foot duct with two right-angle bends with interior duct insulation, or an equivalent design. The venfilafion system shall not compromise the sound insulafion capability of the exterior wall or be dependent on venfilafion through windows. Exterior residenfial and retail entrance doors must include all-around weather-fight door stop seals and an improved threshold closure system. The additional hardware will improve the doors' overall sound reduction properties. The transmission loss (TL) of an exterior door without weather-tight seals is determined mostly by sound leakage, particulariy at the bottom of the door if excessive clearance is allowed for air transfer. By equipping the exterior door with all-around weather-tight seals and a threshold closure at the bottom, the STC rafing can be increased by approximately 10 points. It is imperative to seal and caulk between the door's rough opening and the finished door frame, using an acousfically resilient, non-skinning butyl caulking compound. This should be used as generously as possible, to ensure effective sound barrier isolafion. The OSI Pro Series SC-175 acoustic sound sealant is a product specifically designed for this purpose. Head and jamb door seals are to be applied to the door frame stops. If the acoustical door stop seals are applied on top of the stops in the frame, the height and width of the opening is reduced, and the handle may require an extended offset for ease of operation. For more informafion, please refer to Appendix D: Recommended Products. Also, refer to Appendix E: Excerpts of Typical Building Plans, Elevations, and Cross-Sections. The proposed retail and residential habitable rooms were analyzed for worst-case exterior noise impacts. With the proposed exterior wall assemblies, window, and sliding glass door configurations specified above, all interior residenfial habitable rooms and will comply with California Building Code noise requirements, with windows in the closed posifion. 5.3 Typical Common Wall Assembly California Building Code Secfion 1208.2 prescribes that separafing common wall assembly designs must meet or exceed a sound transmission class of 50 (or 45 if field tested). This section describes the results of the analysis of the proposed common wall assembly. Based on the information provided in the architectural drawings and details provided by Mr. Patrick M, Norman, the proposed common wall assembly consists of • Double layer of 5/8-inch thick type X gypsum board • 2-inch by 4-inch wood studs staggered on a 2-inch by 6-inch plate, placed 16-inches-on- center • 3-1/2-inch thick layer of fiberglass insulation in stud cavity • Double layer of 5/8-inch thick Type X gypsum board This design meets State requirement according to the results of Marshall Day's INSUL predicfion software, which provided an STC rating of 54. This can be confirmed with the California Office of Noise Control who published test report NGC 2376 on results from tests involving similar wall assembly, which provided an STC rating of 53. The Califomia State Code requirement for an STC rating of 50 or higher for interior common walls is thus satisfied. This endorsement is strictly contingent upon proper installafion to deter sound energy leakage at wall terminations. Please refer to Appendix D: Sound Insulafion Predicfion Results, for more details on this common wall assembly. Addifional recommended wall installafion procedure can be found below. Eilar Associates Job#A60806N1 August 25,2006 Page 13 Back-to-Back Electrical Box Design Evaluation An appropriate electrical box design will maintain the acousfical integrity of the common wall performance and ensure compliance with the City and State code requirements. Common wall flanking transmission pathways for airborne noise between adjacent residenfial units are consistently consequential of acoustically deficient installations of back-to-back electrical outlets. Such noise problems can be prevented by incorporating an acoustically effective sound blocking design, with a focus on implemenfing acousfical Isolafion details during the construcfion stage. As recognized acousfical testing laboratories have never officially tested two-party wall assemblies with the inclusion of back-to-back electrical box layouts, the impact of electrical box installations on wall sound insulafion performance is not fully known. In order to realize a wall design's maximum acoustic insulation potential, it is strongly advised that an acoustically effective electrical box sound blocking design be incorporated. Conventional practice maintains that the second electrical box should jiot be placed within the same stud bay. The stud-blocking design must allow for each electrical box to be isolated within individual stud bays. To achieve acoustically opfimum results, the addifional use of fiberglass batt insulation placed within the stud wall cavifies will effectively impede any stray sound transmission across the stud wall's internal air cavity. Building plan details of the project's common demising wall show the optimum construcfion of a staggered wood stud wall plate system, demonstrafing that an acoustically effective sound blocking design can be employed to isolate the electrical boxes. To further improve the sound isolafion of a back-to-back box design, a sound deadening firestop putty pad system is recommended to provide additional acoustical protection. This pad is conveniently sized to fit a typical 1 ^/4-inch deep 4S box with no cutting or piercing required. Faced on both sides with a convenient poly liner, sound deadening firestop putty pads are easily applied with no mess or excessive residue. No other product is as easy and versatile to use and has tested and proven fire resistance and sound-deadening acoustical properties. Please refer to Appendix F: Recommended Products. The use of an enhanced sound blocking back-to-back electrical box design along with the sound deadening firestop electrical box putty pads will acousfically improve the overall reducfion of stray and flanking sound transmission between common residenfial units. Please refer to Appendix G: Effect of Electrical Outlet Boxes on Sound Transmission Through Gypsum Board Walls. This study recommends ideal electrical outlet designs with demonstrated effectiveness in suppression of common wall sound transmission. 5.4 Typical Common Floor/Ceiling Assembly Floor/ceiling assemblies in stacked habitable units are subject to safisfy California Building Code Secfions 1208.2 and 3. These articles regulate the minimum acceptable airborne and impact sound insulafive properties of a common floor/ceiling assembly. The requirements state that separating floor/ceiling assemblies between separate units must meet a Sound Transmission Class (STC) rating of 50 (or 45 if field tested) as well as an Impact Insulafion Class (IIC) rating of 50 (or 45 if field tested). An analysis of the proposed floor/ceiling assembly is presented in this secfion. According to details given by Mr. Patrick M. Norman, project manager of the Roosevelt Plaza Project at the Woodland Group, the typical common floor/ceiling assembly is proposed to be constructed as follows: • Carpet and pad-or-hard surface floor finish Eilar Associates Job #A60806N1 August 25,2006 Page 14 Minimum 1-1/2-inch lightweight concrete 3/4-inch thick plywood Wood floor joist system Minimum 5-1/2-inch thick (R-19) fiberglass batt insulafion in floor joist cavity 1 layer of 5/8-inch Type X gypsum board installed on a resilient clip system The proposed typical common floor/ceiling assembly will not pass the flre codes according to Mr. EIzo Gernhart, owner and manufacturer of Pac-lnternafional (503-649-7700), a resilient clip company. Therefore, a slightly modified floor/ceiling assembly is proposed to be constructed as follows: Carpet and pad-or-hard surface flooring finish Minimum 1-1/2-inch lightweight concrete 3/4-inch thick plywood Wood floor joist system 12-inch Mineral wool 3-1/2-inch fiberglass batt insulafion RSIC-1 clips at 48-inchs-on-center 7/8-inch Drywall furring channel 24-inches-on-center 2 Layers of 5/8-inch gypsum board The proposed typical common fioor/ceiling has an STC rating of 55 and an Impact Insulation Class (IIC) rafing of 60, according to the DSA Engineers who published test reports 720041-IICI and NNRI on results ifrom tests involving similar fioor/ceiling assembly. All State building requirements pertaining to common floor/ceiling assemblies with carpet and pad-or-hardwood surface flooring will be safisfied with proper installation of the above assembly. For more information on the performance of this common floor/ceiling assembly, please refer to Appendix D: Sound Insulation Prediction Results. For drawings of the above designs, please refer to Appendix E: Excerpts of Typical Architectural Plans. Supplementary information is presented below. These paragraphs provide further explanation on particular aspects of this floor/ceiling assembly design. The motion of the lightweight concrete underiavment. which is controlled by its mass and inertia, provides an important benefit. Without the lightweight concrete topping in place, the floor/ceiling assembly will behave as a limp mass, allowing impact noise (mechanical energy) to pass easily through the assembly to the residential unit below. The incorporated layer of a higher density lightweight concrete (Gyp-Crete 2000) in the floor/ceiling assembly increases the mass and density of the overall assembly, thereby reducing both the impact velocity and noise to the downstairs unit. This additional mass and density contribute to the overall sound blocking ability of a floor/ceiling assembly. Furthermore, the additional density contributes to the overall rigidity of the floor/ceiling system, which is a beneflcial component in localizing and absorbing impact energy. Without the lightweight concrete, the floor/ceiling assembly will lack the addifional mass and density to provide an effective impact noise barrier. The use of a fiberglass insulation layer within the floor joist cavity construction has several related effects: 1) it dampens the mass-air-mass resonance; 2) it dampens cavity modes between the upstairs floor and the downstairs ceiling; and 3) it reduces the reverberation in the cavity, thus reducing the build-up of impact sound transmission in the floor joist cavity. A minimum 3.5-inch thick fiberglass batt insulation and the use of unfaced fiberglass batt insulation has been shown to improve the low frequency sound and impact absorpfion within a wood joist fioor/ceiling assembly system. Eilar Associates Job#A60806N1 August 25,2006 Page 15 Several ceiling-mounted recessed down lights are generally installed in the ceiling partifions within lower level units. These fixtures have proven to be of acoustical mitigation concern within the floor/ceiling assembly for the reducfion of sound energy transmission from upper level acfivities (including the use of multimedia components) impacting lower level rooms. Therefore, it is recommended to ensure that all recessed can lighting components be isolated frorn the building structure by completely enclosing the hardware penetration in a sealed box, consisting of two layers of 5/8-inch Type X wall board. In addition, it is important to tape and seal the entire perimeter of the recessed down light wall board box to ensure an airtight enclosure and good sound barrier isolafion. This form of mifigation will supply additional sound blocking necessary to reduce floor to ceiling sound transmission modes. Please refer to Appendix H: Typical Recessed Down Light Enclosure Box Details, 6.0 CERTIFICATION It is generally understood that a few STC and IIC rafing points are lost during actual construction. Performance of installations in actual practice is not expected to match controlled laboratory test ratings as minor deficiencies in the construction process often degrade acoustical insulative properties. It is not uncommon to find some discrepancy between sound insulation class values for the overall design and the final construction ofthe installed assembly. For purposes of sound insulafion within multiple-occupancy stacked structures, it is important for construction to be conducted with a focus on details, or greater deficiencies could result. Each item shouid be acoustically addressed as stated above, focusing both on planning details and final construction framing. The isolation of sound and vibrafion dampening at all associated structural contact points should be considered top priority when designing and constructing a quality living environment. Sound control systems are only as effective as its weakest component and thus care must be taken in the installation of all components during construction to assure that designed acoustical performance is achieved to the maximum potential. All recommendations for noise control are based on the best information available at the time our consulting services are provided. However, as there are many factors involved in sound arid impact transmission, and Eilar Associates has no control over the construcfion, workmanship or materials, Eilar Associates is specifically not liable for final results of any recommendafions or implementation of the recommendafions. The flndings and recommendafions of this acoustical analysis report are based on the information available and are a true and factual analysis of the potenfial acoustical issues associated with the Roosevelt Plaza project in the City of Carisbad, California, This report was prepared by Michael Burrill, Kevin Fowler, lan Brewe and Douglas K. Eilar. F^ler, Acousfical Consultant Michael Burrill, Senior Acousfical Consultant Eilar Associates Job #A60806N1 August 25, 2006 Page 16 7.0 REFERENCES 1. 2001 California Building Code, Based on the 1997 Uniform Building Code, Appendix Chapter 12, Division II - Sound Transmission Control, Secfion 1208 - Sound Transmission Control. 2. 2001 California Building Code, Based on the 1997 Uniform Building Code, Chapter 12, Section 1203.3-Venfilation. 3. 2001 California Noise Insulation Standards, effective 11/01/02, Based on 1997 Unifonn Building Code, California Code of Regulations, Title 24. 4. California Department of Transportation, Traffic Noise Model. 5. City of Carisbad Noise Element to the General Plan. 6. Harris, Cyril M., Handbook of Acousfical Measurements and Noise Control, 3^^ Edifion, Acousfical Society of America, 1998. 7. Heeden, Robert A., Compendium of Materials for Noise Controi, U.S. Department of Health, Education and Welfare, Nafional Institute for Occupational Safety and Health, November 1978. 8. Irvine, Leland K., Richards, Roy L., Acousfics and Noise Control Handbook for Architects and Builders, Kreiger Publishing Company, 1998. 9. NBS Building Sciences Series 77, Acoustical and Thermal Performance on Exterior Residenfial Walls, U.S. Department of Commerce/Nafional Bureau of Standards, November 1976. 10. Western Electro-Acoustic Laboratory, Inc., 1711 Sixteenth Street, Santa Monica, California 90404, 213-80-9268, Sound Transmission Loss Vs. Glazing Type, Window Size and Air Filtration , January 1985. The research described in this report was prepared for the California Association of Window Manufacturers, 823 North Harbor Boulevard, Suite E, Fullerton, California 92632, 714-525-7088. Eilar Associates Job#A60806N1 August 25,2006 Page 17 FIGURES Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Vicinity Map Job#A60806N1 Figure 1 O UJ 3 C —I Ol c c CL m cm Itl u E E o u 10 TO C 'G u. 3 3 • dA < 5^ •• •••• I, 0^ 0 I 0* "0 No Scale 63 CNEL Contour 65 CNEL Contour 69 CNEL Contour Noise Measurement Location 4yy.y>o^ OA\C AVt. Z Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Site Plan Showing Current Overall Combined CNEL Contours and Noise Measurement Location Job#A60806N1 Figure 6 0 4 ^r^r I c <j? TT ^ .1 ! i 1 4-- \z^^^ ^r?^4-zz'm^^,.m — ^z ill U5f rm 63 CNEL Contour 65 CNEL Contour 70 CNEL Contour OftA/AV- . fr. ^ -fQ— . 7 —. e> • f- \ 1?1 r Noise Measurement Location no 30 '^n55^ 2«?'orP"£ ^5 1 ^5 1 4^.y>o* UA > Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, Califomia 92024 760-753-1865 Site Plan Showing Future Overall Combined CNEL Contours and Noise Measurement Location Job#A60806N1 Figure 7 4.^ Future Overaii Combined CNEL at Proposed Outdoor Use Areas with Proposed Sound Attenuation Mitigation Receiver Location Combined Exter ioi CNEL Witli Proposed WaH Height Of 3.54eet Mitigated Overall Wall Height (ft) Coinl)ined Exterior CNEL With Mitigated WaH Heiglit 1 Unit 1 Balcony 63.7 4.5 59.6 R2 Unit 2 South Balcony 59,3 4.5 54.0 R3 Unit 2 East Balcony 66.9 4.5 58.7 R4 Unit 3 Balcony 64.0 4.5 59.9 R5 Unit 4 Balcony 67.0 4.5 58.6 No Scale Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Site Plan Showing Future Overall Combined CNEL Impacts At Proposed Outdoor Use Areas with Sound Attenuation Barrier Job#A60806N1 Figure 8 Future Combined Exterior Building Facade Impacts Receiver Floor Receivei Location Exteiioi Traffic CNEL Exteiior Train CNEL Combined Noise Level (CNEL) R-1 1 Nort h Fagade 44.7 49.4 50.7 R-2 2 Nort h Fagad e 47.1 55.0 55.7 R-3 1 East Fagade 69.1 42.0 69.1 R-4 2 East Fagade 67.0 47.0 67.0 R-5 1 South Fagade 47.2 56.4 56.9 R-6 2 South Fagade 54.6 59.3 60.6 R-7 1 West Fagade 41.6 51.2 51.7 R-8 2 West Fagade 56.6 64.4 65.1 No Scale Eilar Associates 539 Encinitas Boulevard, Suite 206 Encinitas, California 92024 760-753-1865 Site Plan Showing Overall Future Combined CNEL At Proposed Building Facades Job#A60806N1 Figure 9 APPENDIX A Traffic Noise Model Data and Results TNM Traffic Data and Results Roosevelt Plaza ^^^^^ ' ,MmaAM!tMM» Ol n,Site Noise Measurement Conditions and,Results^ Date Thursday, August 17^ 2006 Time 9:15 a.m.-9:30 a.m. Conditions Clear skies, winds form the southwest @ 1-2 mph, temperature in the mid 70's with low humidity Measured Noise Level 61.9 dBA LEQ Roadways^ Duration Autos . Medium Trucks Heavy Trucks Total Roosevelt Street Measured 15 minuets 23 2 2 27 Roosevelt Street Overall 60 minuets 92 8 8 108 • if^ww^ «i)i«.|iinij^ij^i 'pjijiyi^i^ J Calculated versus Measured Trafficl^o1selData~^^^^^^^ Roadways Measured | Calculated Difference | Correction Roosevelt Street 61.9 dBA LEQ | 63.8 dBA LEQ 1.9 dB None applied Current Traffic Reference Information • Current traffic ADT for Roosevelt Street, Oak Avenue, and Pine Street was obtained from Jim Gale, a Transportation Planer for the City ofCarlsbad, 760-602-2755, • Current traffic ADT for Tyler Street were obtained based on neighboring and surrounding land use, roadway classification, our professional experience during on-site observations, and conversations with Jim Gale, • Current truck percentages for all roadways were obtained based on neighboring and surrounding land use, roadway classification, and our professional experience during on-site observations. Future Traffic Reference Information • Future (year 2030) traffic ADTs for Roosevelt Street, Oak Avenue, Tyler Street, and Pine Street were obtained based on neighboring and surrounding land use, roadway classification, and our professional experience during on-site observations. The future (year 2030) ADTs were compounded 1 % annually to give approximate future traffic volumes. • The same truck percentages for current traffic were used for future (year 2030) truck traffic percentages on all roadways. Eilar Associates Job #A60806N1 TNM Traffic Data and Results August 25, 2006 Page 1 . ^ \ ' A Roadway Name Speed Limit (mph) , Truck Percenta; ge (%) and AWT Roadway Name Speed Limit (mph) Total % Auto / Medium Truck Heavy Truck Roadway Name Speed Limit (mph) AWT Auto / Medium Truck Heavy Truck Roosevelt Street 25 100% 97.0% 2.0% 1.0% Roosevelt Street 25 7,638 430 9 4 Oak Avenue 25 100% 96.9% 2.15% 0.95% Oak Avenue 25 2,251 127 3 1 Pine Avenue 25 100% 96.9% 2.15% 0.95% Pine Avenue 25 1,096 62 1 1 Tyler Street 25 100% 97.0% 2.0% 1.0% Tyler Street 25 1,000 56 1 1 Roadway Name Speed Limit (mph) Truck Percental 3e(%)andAWT Roadway Name Speed Limit (mph) Total % Auto Medium Truck Heavy Truck Roadway Name Speed Limit (mph) AWT Auto Medium Truck Heavy Truck Roosevelt Street 25 100% 97.0% 2.0% 1.0% Roosevelt Street 25 9,548 537 11 6 Oak Avenue 25 100% 96.9% 2.15% 0,95% Oak Avenue 25 2,814 158 3 2 Pine Avenue 25 100% 96.9% 2.15% 0.95% Pine Avenue 25 1370 77 2 1 Tyler Street 25 100% 97.0% 2.0% i.0% Tyler Street 25 1,250 70 1 1 Eilar Associates Job #A60806N1 TNM Traffic Data and Results August 25,2006 Page 2 CNEL Adjustment Calculation Sheet for TNM Results tolsejLev6l^^%^^P^| Receiver Identification TNM Result (Uq) Adjustment (dB) CNEL Measured Location 66.3 2,0 68,3 Receiver Identification TNM Result (Uq) Adjustment (dB) CNEL Measured Location 67,4 2,0 69,4 Receiver Identification TNM Result (Uq) . Adjustment (dB) ''-^^^^^'^^^^^^^^'zz' 70 CNEL 68,0 2,0 70,0 69 CNEL 67,0 2.0 69,0 65 CNEL 63,0 2.0 65,0 63 CNEL 61.0 2.0 63.0 Eilar Associates Job #A60806N1 TNM Traffic Data and Results August 25, 2006 Page 3 Receiver Location Combined Exterior CNEL With Proposed Wall Height Wall Height (ft) Combined Exterior CNEL With Added Wall Height Rl Unit 1 Balcony 63.7 4.5 59.6 R2 Unit 2 South Balcony 59.3 4.5 54.0 R3 Unit 2 East Balcony 66.9 4.5 58,7 R4 Unit 3 Balcony 64.0 4.5 59.9 R5 Unit 4 Balcony 67.0 4.5 58.6 .L vFuture Combined Extenor Building Facade lmpacts«i Receiver Floor Receiver Location Exterior Traffic CNEL Exterior Train CNEL Combined Noise Level (CNEL) R-1 1 North Fagade 44.7 49.4 50.7 R-2 2 North Facade 47.1 55 55.7 R-3 1 East Fagade 69.1 42 69.1 R-4 2 East Fagade 67 47 67 R-5 1 South Fagade 47.2 56.4 56.9 R-6 2 South Fagade 54.6 59.3 60.6 R-7 1 West Fagade 41.6 51.2 51,7 R-8 2 West Fagade 56.6 64.4 65.1 Eilar Associates Job #A60806N1 TNM Traffic Data and Results August 25, 2006 Page 4 EILAR ASSOCIATES: Calibration to On-site Measurement Prepared by Kevin Fowler Project Number Project Name Run Title A608Q6N1 Roosevelt Plaza Calibration to On-site Measurement Client Name Attention Woodland Group Patrick M. Norman Roadways Points Name Width Name No. Coordinates (pavement) Flow Control Segment Name Width Name No. X y z Control Device Speed Constraint Percent Vehicles Affected Pavement Type On Struct? Name ft Name No. ft ft ft Control Device mph % Pavement Type On Struct? Oak Ave EB Before Stop Sign 12 pointi 1 -181.9 136.4 49 stop 0 100 Average point2 2 163.7 127.3 49 Oak Ave EB After Stop Sign" 12 points S 163.7 127.3 49 Average point4 4 582 109 49 Oak Ave WB Before Stop Sign" 12 points 5 582 121 49 stop 0 100 Average points 6 163.7 139.3 49 Oak Ave WB After Stop Sign" 12 point7 7 1637 139.3 49 Average points 8 -181.9 148.4 49 Tyler Street NB With Stop Sign" 12 points 9 0 0 49 stop 0 100 Average pointi 0 10 0 130.4 49 Tyler StNB" 12 pointi 1 11 0 -409.2 49 Average pointi 2 12 0 0 49 Tyler St SB" 12 pointi 3 13 -12 130.3 49 Average pointi 4 14 -12 -409.2 49 Roosevelt St SB" 12 pointi 5 15 163.7 127.3 49 Average pointi 6 16 154.6 -363.8 49 Roosevelt St NB With Stop Sigr 12 pointi 7 17 168.6 -272.8 49 stop 0 100 Average pointi 8 18 175.7 126.5 49 Roosevelt St NB" 12 pointi 9 19 166.6 -363.8 49 Average point20 20 168.6 -272.8 49 Pine WB With Stop Sign" 12 point21 21 491.1 -300.1 49 stop 0 100 Average point22 22 168.6 -272.8 49 Pine WB Through Roosevit" 12 point23 23 168.6 -272.8 49 Average point24 24 156.3 -272.8 49 Pine WB" 12 point25 25 156 -272.8 49 stop 0 100 Average point26 26 0.1 -272.8 49 Pine EB With Stop Sign" 12 point27 27 0.1 -284.8 49 stop 0 100 Average point28 28 156 -284.8 49 Pine EB Through Roosevelt St" 12 point29 29 156.3 -284.8 49 Average pointSO 30 168.2 -284.8 49 Pine EB" 12 pointSI 31 168.6 -284.2 49 Average pointS2 32 491.1 -312.1 49 Eilar Associates A60806N1 Calibration Roadway Coordinates 8/25/2006 Roadways Points Name Name No. Segment Name Name No. Autos Mtrucks Htrucks Buses Motorcycles Name Name No. Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No. veh/hr mph Oak Ave EB Before Stop S pointi 1 0 0 0 0 0 0 0 0 0 0 point2 2 Oak Ave EB After Stop Sic points 3 0 0 0 0 0 0 0 0 0 0 point4 4 Oak Ave WB Before Stop points 5 0 0 0 0 0 0 0 0 0 0 pointe 6 Oak Ave WB After Stop Si point7 7 0 0 0 0 0 0 0 0 0 0 points 8 Tyler Street NB With Stop point9 9 0 0 0 0 0 0 0 0 0 0 pointi 0 10 Tyler St NB" pointi 1 11 0 0 0 0 0 0 0 0 0 0 pointi 2 12 Tyler St SB" pointi 3 13 0 0 0 0 0 0 0 0 0 0 pointi 4 14 Roosevelt St SB" pointi 5 15 92 30 8 30 6 30 0 0 0 0 pointi 6 16 Roosevelt St NB With Sto pointi 7 17 84 SO 4 30 0 0 0 0 0 0 pointi 8 18 Roosevelt St NB" pointi 9 19 84 30 4 30 0 0 0 0 0 0 point20 20 Pine WB With Stop Sign |point21 21 0 0 0 0 0 0 0 0 0 0 |point22 22 Pine WB Through Roosev point23 23 0 0 0 0 0 0 0 0 0 0 point24 24 Pine WB" point25 25 0 0 0 0 0 0 0 0 0 0 point26 26 Pine EB With Stop Sign point27 27 0 0 0 0 0 0 0 0 0 0 point28 28 Pine EB Through Rooseve point29 29 0 0 0 0 0 0 0 0 0 0 pointSO 30 Road way 16" pointSI 31 0 0 0 0 0 0 0 0 0 0 point32 32 Eilar Associates A60806N1 Calibration Traffic Volume 8/25/2006 Barriers Points Name Type If berni Name No. Coordinates Height at point Segment Name Type top width run: rise Name No. X y z Height at point Segment height pertubation On Struct? Name Type top width run: rise Name No. X y z Height at point Incre- ment #Up #Dn On Struct? Name Type ft ft:ft Name No. ft ft ft ft ft #Up #Dn On Struct? Boys and Girls Club W pointi 1 138.8 0 49 25 0 0 0 point2 2 138.8 120 49 25 0 0 0 points 3 7.5 123 49 25 0 0 0 point4 4 7.5 56.3 49 25 0 0 0 points 5 67.5 56.3 49 25 0 0 0 point6 6 67.5 0 49 25 0 0 0 point7 7 138.8 0 49 25 Existing House 1" W pointi 7 17 129.4 -97.5 49 15 0 0 0 pointi 8 18 129.4 -78.8 49 15 0 0 0 j pointi 9 19 95.6 -78.8 49 15 0 0 0 |point20 20 95.6 -97.5 49 15 0 0 0 |point21 21 129.4 -97.5 49 15 Existing House 2" W |point22 22 54.4 -97.5 49 25 0 0 0 |point23 23 54.4 -84.4 49 25 0 0 0 |point24 24 28.1 -84.4 49 25 0 0 0 |point25 25 28.1 -97.5 49 25 0 0 0 |point26 26 54.4 -97.5 49 25 Business and Housing" W |point27 27 145.5 -254.6 49 15 0 0 0 |point28 28 145.5 -100 49 15 0 0 0 |point29 29 81.8 -100 49 15 0 0 0 1 pointSO 30 81.8 -254.5 49 15 0 0 0 1 pointSI 31 145.5 -254.6 49 15 Business and Housing 2" W |pointS2 32 365.5 -263.7 49 15 0 0 0 1 pointSS 33 365.5 100 49 15 0 0 0 |pointS4 34 291 100 49 15 0 0 0 1 pointSS 35 291 -18.2 49 15 0 0 0 |point36 36 220 -18.2 49 15 0 0 0 1 points? 37 220 -263.7 49 15 0 0 0 1 pointSS 38 365.5 -263.7 49 15 Proposed Building" W |pointS9 39 136.9 -71.5 49 25 0 0 0 |point40 40 136.9 -5.6 49 25 0 0 0 ipoint41 41 60 -5.6 49 25 0 0 0 point42 42 60 -71.5 49 25 0 0 0 point43 43 136.9 -71.5 49 25 Deck Units 1 and 3" W point44 44 59.9 -20.6 49 18 1 0 .0 point45 45 54.4 -20.6 49 18 1 0 0 point46 46 54.4 -58 49 18 1 0 0 point47 47 59.9 -58 49 18 Deck Unit 2" W point48 48 101.3 -71.6 49 18 1 0 0 point49 49 101.3 -75.4 49 18 1 0 0 pointSO SO 116.5 -75.4 49 18 1 0 0 pointSI 51 116.5 -71.6 49 18 Deck Unit 2 and 4" W pointS2 52 137 -11.3 49 18 1 0 0 pointSS 53 140.8 -11.3 49 18 1 0 0 point54 54 140.8 -71.5 49 18 1 0 0 pointSS 55 137 -71.5 49 18 Barrier12" W pointS6 56 -81.8 -9.1 49 15 0 0 0 point57 57 -81.8 90.9 49 15 0 0 0 pointSS 58 -191 90.9 49 15 0 0 0 pointS9 59 -191 -9.1 49 15 0 0 0 point60 60 -81.8 -9.1 49 15 Barrierl 3" W point61 61 -81.8 -181.9 49 15 0 0 0 point62 62 -81.8 -72.8 49 15 0 0 0 pointes 63 -154.6 -72.8 49 15 0 0 0 point64 64 -154.6 -181.9 49 15 0 0 0 point65 65 -81.8 -181.9 49 15 Barrier14" W point66 66 -45.5 -291 49 15 0 0 0 point67 67 -45.5 -191 49 15 0 0 0 point68 68 -209.2 -191 49 15 0 0 0 |point69 69 -209.2 -245.5 49 15 0 0 0 Eilar Associates A60806N1 Calibration Barriers 8/25/2006 point70 70 -100.3 -245.5 49 15 0 0 0 point71 71 -100.3 -291 49 15 0 0 0 Bpoint72 72 -45.5 -291 49 15 Eilar Associates A60806N1 Calibration Barriers 8/25/2006 Receivers Sound Levels Coordinates (pavement) 1 Calculated Laeq 1 hr Name No. No. of Dwelling Units X y z Height above ground With Barrier Without Barrier Noise Reduction ft ft ft ft dBA dBA dBA On-site measurement location 1 1 144.4 -50.6 49 5 63.8 63.8 0 Eilar Associates A60806N1 Calibration Receivers and Sound Levels 8/25/2006 EILAR ASSOCIATES: Current Contours Prepared by Project Number Project Name Run Title Kevin Fowler A60806N1 Roosevelt Plaza Current Contours Client Name Attention Woodland Group Patrick M. Norman Roadways Points Name Width Name No. Coordinates (pavement) Flow Control Segment Name Width Name No. X y z Control Device Speed Constraint Percent Vehicles Affected Pavement Type On Struct? Name ft Name No. ft ft ft Control Device mph % Pavement Type On Struct? Oak Ave EB Before Stop Sign 12 pointi 1 -181.9 136.4 49 Stop 0 100 Average point2 2 163.7 127.3 49 Oak Ave EB After Stop Sign" 12 points 3 163.7 127.3 49 Average point4 4 582 109 49 Oak Ave WB Before Stop Sign" 12 points 5 582 121 49 Stop 0 100 Average point6 6 163.7 139.3 49 Oak Ave WB After Stop Sign" 12 point7 7 163.7 139.3 49 Average points 8 -181.9 148.4 49 Tyler Street NB With Stop Sign" 12 point9 9 0 0 49 Stop 0 100 Average pointi 0 10 0 130.4 49 Tyler St NB" 12 pointi 1 11 0 -409.2 49 Average pointi 2 12 0 0 49 Tyler St SB" 12 pointi 3 13 -12 130.3 49 Average pointi 4 14 -12 -409.2 49 Roosevelt St SB" 12 pointi 5 15 163.7 127.3 49 Average pointi 6 16 154.6 -363.8 49 Roosevelt St NB With Stop Sigr 12 pointi 7 17 168.6 -272.8 49 Stop 0 100 Average pointi 8 18 175.7 126.5 49 Roosevelt St NB" 12 pointi 9 19 166.6 -363.8 49 Average point20 20 168.6 -272.8 49 Pine WB With Stop Sign" 12 point21 21 491.1 -300.1 49 Stop 0 100 Average point22 22 168.6 -272.8 49 Pine WB Through Roosevit" 12 pointZS 23 168.6 -272.8 49 Average point24 24 156.3 -272.8 49 Pine WB" 12 point25 25 156 -272.8 49 Stop 0 100 Average point26 26 0.1 -272.8 49 Pine EB With Stop Sign" 12 point27 27 0.1 -284.8 49 Stop 0 100 Average point2S 28 156 -284.8 49 Pine EB Through Roosevelt St" 12 point29 29 156.3 -284.8 49 Average- pointSO 30 168.2 -284.8 49 Pine EB" 12 pointSI 31 168.6 -284.2 49 Average point32 32 491.1 -312.1 49 Eilar Associates A60S06N1 Current Contours Roadway Coordinates 8/25/2006 Roadways Points Name Name No. Segment Name Name No. Autos Mtrucks Htrucks Buses Motorcycles Name Name No. Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No. veh/hr mph Oak Ave EB Before Stop S pointi 1 64 25 2 25 1 25 0 0 0 0 point2 2 Oak Ave EB After Stop Sic points 3 64 25 2 25 1 25 0 0 0 0 point4 4 Oak Ave WB Before Stop points 5 64 25 2 25 1 25 0 0 0 0 point6 6 Oak Ave WB After Stop Si point7 7 64 25 2 25 1 25 0 0 0 0 1 points 8 Tyler Street NB With Stop point9 9 28 25 1 25 1 25 0 0 0 0 pointi 0 10 Tyler St NB" pointi 1 11 28 25 1 25 1 25 0 0 0 0 pointi 2 12 Tyler St SB" | pointi 3 13 28 25 1 25 1 25 0 0 0 0 pointi 4 14 Roosevelt St S B" | pointi 5 15 215 25 5 25 2 25 0 0 0 0 1 pointi 6 16 Roosevelt St NB With Stodpointi7 17 215 25 5 25 2 25 0 0 0 0 1 pointi 8 18 Roosevelt St N B" | pointi 9 19 215 25 5 25 2 25 0 0 0 0 |point20 20 Pine WB With Stop Sign |point21 21 31 25 1 25 1 25 0 0 0 0 |point22 22 Pine WB Through Roosevlpoint23 23 31 25 1 25 1 25 0 0 0 0 |point24 . 24 PineWB" |point25 25 31 25 1 25 1 25 0 0 0 0 |point26 26 Pine EB With Stop Sign point27 27 31 25 1 25 1 25 0 0 0 0 point28 28 Pine EB Through Rooseve point29 29 31 25 1 25 1 25 0 0 0 0 pointSO SO Pine St EB" pointSI 31 31 25 1 25 1 25 0 0 0 0 point32 32 Eilar Associates A60806N1 Current Contours Traffic Volume 8/25/2006 Barriers Points If berm Name Type top width run: rise Name No. X y z Height at point Segment height pertubation On Name Type top width run: rise Name No. X y z Height at point Incre- ment #Up #Dn Struct? Name Type ft ft:ft 1 No. ft ft ft ft ft #Up #Dn Struct? Boys and Girls Club W 1 pointi 1 138.8 0 49 25 0 0 0 |point2 2 138.8 120 49 25 0 0 0 i points 3 7.5 123 49 25 0 0 0 point4 4 7.5 56.3 49 25 0 0 0 points 5 67.5 56.3 49 25 0 0 0 |point6 6 67.5 0 49 25 0 0 0 |point7 7 138.8 0 49 25 Existing House 1" W 1 pointi 7 17 129.4 -97.5 49 15 0 0 0 1 pointi 8 18 129.4 -78.8 49 15 0 0 0 1 pointi 9 19 95.6 -78.8 49 15 0 0 0 |point20 20 95.6 -97.5 49 15 0 0 0 |point21 21 129.4 -97.5 49 15 Existing House 2" W point22 22 54.4 -97.5 49 25 0 0 0 point23 23 54.4 -84.4 49 25 0 0 0 point24 24 28.1 -84.4 49 25 0 0 0 lpoint25 25 28.1 -97.5 49 25 0 0 0 |point26 26 54.4 -97.5 49 25 Business and Housing" W lpoint27 27 145.5 -254.6 49 15 0 0 0 |point28 28 145.5 -100 49 IS 0 0 0 |point29 29 81.8 -100 49 15 0 0 0 1 pointSO 30 81.8 -254.5 49 15 0 0 0 pointSI 31 145.5 -254.6 49 15 Business and Housing 2" W point32 32 365.5 -263.7 49 15 0 0 0 pointSS 33 365.5 100 49 15 0 0 0 point34 34 291 100 49 15 0 0 0 pointSS 35 291 -18.2 49 15 0 0 0 pointse 36 220 -18.2 49 15 0 0 0 pointS7 37 220 -263.7 49 15 0 0 0 pointSS 38 365.5 -263.7 49 15 Proposed Building" w • point39 39 136.9 -71.5 49 25 0 0 0 point40 40 136.9 -5.6 49 25 0 0 0 ||point41 41 60 -5.6 49 25 0 0 0 point42 42 60 -71.5 49 25 0 0 0 point43 43 136.9 -71.5 49 25 Deck Units 1 and 3" W point44 44 59.9 -20.6 49 18 1 0 .0 point45 45 54.4 -20.6 49 18 1 0 0 point46 46 54.4 -58 49 18 1 0 0 |lpoint47 47 59.9 -58 49 18 Deck Unit 2" W |point48 48 101.3 -71.6 49 18 1 0 0 |point4g 49 101.3 -75.4 49 18 1 0 0 1 pointSO SO 116.5 -75.4 49 18 1 0 0 1 pointSI 51 116.5 -71.6 49 18 Deck Unit 2 and 4" W i|point52 52 137 -11.3 49 18 1 0 0 pointSS 53 140.8 -11.3 49 18 1 0 0 point54 54 140.8 -71.5 49 18 1 0 0 pointSS 55 137 -71.5 49 18 Barrierl 2" W pointS6 56 -81.8 -9.1 49 15 0 0 0 point57 57 -81.8 90.9 49 15 0 0 0 pointSS 58 -191 90.9 49 15 0 0 0 point59 59 -191 -9.1 49 15 0 0 0 point60 60 -81.8 -9.1 49 15 Barrierl 3" W point61 61 -81.8 -181.9 49 15 0 0 0 point62 62 -81.8 -72.8 49 15 0 0 0 point6S 63 -154.6 -72.8 49 15 0 0 0 point64 64 -154.6 -181.9 49 15 0 0 0 pointes 65 -81.8 -181.9 49 15 Barrierl 4" W pointee 66 -45.5 -291 49 15 0 0 0 point67 67 -45.5 -191 49 15 0 0 0 pointes 68 -209.2 -191 49 15 0 0 0 point69 69 -209.2 -245.5 49 15 0 0 0 Coordinates Segment Eilar Associates A60806N1 Current Contours Barriers 8/25/2006 |point70 point71 |point72 _70 II 72 -100.3 •100.3 -45.5 -245.5 -291 -291 _49 _49 49 _15 J5 15 Eilar Associates A60S06N1 Current Contours Barriers 8/25/2006 Receivers Name No. No. of Dweiling Units Coordinates (pavement) Calculated Laeq 1 hr Name No. No. of Dweiling Units X y z Height above ground With Barrier Without Barrier Noise Reduction Name No. No. of Dweiling Units ft ft ft ft dBA dBA dBA On-Site Measured Location 1 1 144.4 -50.6 49 5 66.3 66.3 0 Receivers" 3 1 7 0 49 5 68.3 68.3 0 Receiver4" 4 1 30 0 49 5 63 63 0 Receivers" 5 1 60 0 49 5 61.1 61.1 0 Receivere" 6 1 90 -1 49 S 60.3 60.3 0 Receiver?" 7 1 120 -1 49 S 61.4 61.4 0 Receivers" 8 1 150 0 49 5 67 67 0 Receiver9" 9 1 7 -15 49 5 64.8 64.8 0 Receiverl 0" 10 1 30 -15 49 5 62.7 62.7 0 Receiverl 1" 11 1 60 -15 49 5 61.3 61.3 0 Receiverl 2" 12 1 90 -15 49 S 61.1 61.1 0 Receiverl 3" 13 1 120 -15 49 5 62.5 62.5 0 Receiverl 4" 14 1 150 -15 49 5 67.1 67.1 0 Receiverl 5" 15 1 7 -30 49 5 63.5 63.5 0 Receiverl 6" 16 1 30 -30 49 5 62.2 62.2 0 Receiverl?" 17 1 60 -30 49 5 61.2 61.2 0 Receiverl 8" 18 1 90 -SO 49 5 61.3 61.3 0 Receiverl 9" 19 1 120 -SO 49 5 63 63 0 Receiver20" 20 1 150 -SO 49 5 67.2 67.2 0 Receiver21" 21 1 7 -45 49 5 63.1 63.1 0 Receiver22" 22 1 30 -45 49 5 61.8 61.8 0 Receiver2S" 23 1 60 -45 49 5 61.1 61.1 0 Receiver24" 24 1 90 -45 49 5 61.2 61.2 0 Receiver2S" 25 1 120 -45 49 5 63.1 63.1 0 Receiver26" 26 1 150 -45 49 5 67.3 67.3 0 Receiver27" 27 1 7 -60 49 5 62.8 62.8 0 Receiver2S" 28 1 30 -60 49 5 61.5 61.5 0 Receiver29" 29 1 60 -60 49 5 60.8 60.8 0 ReceiverSO" 30 1 90 -60 49 5 61 61 0 ReceiverSI" 31 1 120 -60 49 5 63 63 0 ReceiverS2" 32 1 150 -60 49 5 67.4 67.4 0 ReceiverSS" 33 1 7 -75 49 5 62.5 62.5 0 Receiver34" 34 1 30 -75 49 5 61 61 0 ReceiverSS" 35 1 60 -75 49 5 60.4 60.4 0 ReceiverSe" 36 1 90 -75 49 5 60.5 60.5 0 Receivers?" 37 1 120 -75 49 5 62 62 0 ReceiverSS" 38 1 150 -75 49 5 67.4 67.4 0 Sound Levels Eilar Associates A60806N1 Current Contours Receivers and Sound Levels 8/25/2006 EILAR ASSOCIATES: Future Contours Prepared by Project Number Project Name Run Title Kevin Fowler A60866N1 Roosevelt Plaza Future Contours Client Name Attention Woodland Group Patrick M. Norman Roadways Points Name Width Name No. Coordinates (pavement) Flow Control Segment Name Width Name No. X y z Control Device Speed Constraint Percent Vehicles Affected Pavement Type On Struct? Name ft Name No. ft ft ft Control Device mph % Pavement Type On Struct? Oak Ave EB Before Stop Sign 12 pointi 1 -181.9 136.4 49 Stop 0 100 Average point2 2 163.7 127.3 49 Oak Ave EB After Stop Sign" 12 points 3 163.7 127.3 49 Average point4 4 582 109 49 Oak Ave WB Before Stop Sign" 12 points 5 582 121 49 Stop 0 100 Average pointe 6 163.7 139.3 49 Oak Ave WB After Stop Sign" 12 point? ? 163.7 139.3 49 Average points 8 -181.9 148.4 49 Tyler Street NB With Stop Sign" 12 point9 9 0 0 49 Stop 0 100 Average pointi 0 10 0 130.4 49 Tyler St NB" 12 pointi 1 11 0 -409.2 49 Average pointi 2 12 0 0 49 Tyler St SB" 12 pointi 3 13 -12 130.3 49 Average point14 14 -12 -409.2 49 Roosevelt St SB" 12 pointi 5 15 163.7 127.3 49 Average pointi 6 16 154.6 -363.8 49 Roosevelt St NB With Stop Sigr 12 pointi? 1? 168.6 -272.8 49 Stop 0 100 Average pointi 8 18 175.7 126.5 49 Roosevelt St NB" 12 pointi 9 19 166.6 -363.8 49 Average point20 20 168.6 -272.8 49 Pine WB With Stop Sign" 12 point21 21 491.1 -300.1 49 Stop 0 100 Average point22 22 168.6 -272.8 49 Pine WB Through Roosevit" 12 point23 23 168.6 -272.8 49 Average point24 24 156.3 -272.8 49 Pine WB" 12 point25 25 156 -272.8 49 Stop 0 100 Average point2e 26 0.1 -272.8 49 Pine EB With Stop Sign" 12 point2? 2? 0.1 -284.8 49 Stop 0 100 Average point28 28 156 -284.8 49 Pine EB Through Roosevelt St" 12 point29 29 156.3 -284.8 49 Average pointSO 30 168.2 -284.8 49 Pine EB" 12 pointSI 31 168.6 -284.2 49 Average point32 32 491.1 -312.1 49 Eilar Associates A60806N1 Future Contours Roadway Coordinates 8/25/2006 Roadways Points Name Name No. Segment Name Name No. Autos Mtrucks Htrucks Buses Motorcycles Name Name No. Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No. veh/hr mph Oak Ave EB Before Stop S pointi 1 77 25 2 25 1 25 0 0 0 0 point2 2 Oak Ave EB After Stop Sic points 3 77 25 2 25 1 25 0 0 0 0 point4 4 Oak Ave WB Before Stop points 5 77 25 2 25 1 25 0 0 0 0 pointe 6 Oak Ave WB After Stop Si point? 7 77 25 2 25 1 25 0 0 0 0 points 8 Tyler Street NB With Stop point9 9 35 25 1 25 1 25 0 0 0 0 pointi 0 10 Tyler StNB" | pointi 1 11 35 25 1 25 1 25 0 0 0 0 1 pointi 2 12 Tyler St SB" |pointi 3 13 35 25 1 25 1 25 0 0 0 0 1 pointi 4 14 Roosevelt St SB" 1 pointi 5 15 269 25 6 25 3 25 0 0 0 0 I pointi 6 16 Roosevelt St NB With Stodpointi7 17 269 25 6 25 3 25 0 0 0 0 1 pointi 8 18 Roosevelt St NB" |pointi 9 19 269 25 6 25 3 25 0 0 0 0 |point20 20 Pine WB With Stop Sign point21 21 39 25 1 25 1 25 0 0 0 0 point22 22 Pine WB Through Roosev point2S 23 39 25 1 25 1 25 0 0 0 0 1 point24 24 Pine WB" point25 25 39 25 1 25 1 25 0 0 0 0 point26 26 Pine EB With Stop Sign point2? 27 39 25 1 25 1 25 0 0 0 0 point28 28 Pine EB Through Rooseve point29 29 39 25 1 25 1 25 0 0 0 0 pointSO 30 Pine EB" pointSI 31 39 25 1 25 1 25 0 0 0 0 point32 32 Eilar Associates A60806N1 Future Contours Traffic Volume 8/25/2006 Barriers Points Name Type If berm Name No. Coordinates Height at point Segment Name Type top width run: rise Name No. X y z Height at point Segment height pertubation On Struct? Name Type top width run: rise Name No. X y z Height at point Incre- ment #Up #Dn On Struct? Name Type ft ft:ft Name No. ft ft ft ft ft #Up #Dn On Struct? Boys and Girls Club W pointi 1 138.8 0 49 25 0 0 0 point2 2 138.8 120 49 25 0 0 0 points 3 7.5 123 49 25 0 0 0 point4 4 7.5 56.3 49 25 0 0 0 points 5 67.5 56.3 49 25 0 0 0 points 6 67.5 0 49 25 0 0 0 point? 7 138.8 0 49 25 Existing House 1" W pointi? 17 129.4 -97.5 49 15 0 0 0 pointi 8 18 129.4 -78.8 49 15 0 0 0 pointi 9 19 95.6 -78.8 49 15 0 0 0 point20 20 95.6 -97.5 49 15 0 0 0 point21 21 129.4 -97.5 49 15 Existing House 2" W lpoint22 22 S4.4 -97.5 49 25 0 0 0 |point23 23 54.4 -84.4 49 25 0 0 0 lpoint24 24 28.1 -84.4 49 25 0 0 0 |point25 25 28.1 -97.5 49 25 0 0 0 |point26 26 54.4 -97.5 49 25 Business and Housing" W |point27 27 145.5 -254.6 49 15 0 0 0 |point2S 28 145.5 -100 49 15 0 0 0 |point29 29 81.8 -100 49 15 0 0 0 pointSO 30 81.8 -254.5 49 15 0 0 0 pointSI 31 145.5 -254.6 49 15 Business and Housing 2" W point32 32 365.5 -263.7 49 15 0 0 0 pointSS 33 365.5 100 49 15 0 0 0 point34 34 291 100 49 15 0 0 0 pointSS 35 291 -18.2 49 15 0 0 0 pointse 36 220 -18.2 49 15 0 0 0 1 points? 3? 220 -263.7 49 15 0 0 0 pointSS 38 365.5 -263.7 49 15 Proposed Building" W pointS9 39 136.9 -71.5 49 25 0 0 0 point40 40 136.9 -5.6 49 25 0 0 0 point41 41 60 -5.6 49 25 0 0 0 point42 42 60 -71.5 49 25 0 0 0 point4S 43 136.9 -71.5 49 25 Deck Units 1 and 3" W point44 44 59.9 -20.6 49 18 1 0 0 point45 45 54.4 -20.6 49 18 1 0 0 point46 46 54.4 -58 49 18 1 0 0 point4? 4? 59.9 -58 49 18 Deck Unit 2" W point48 48 101.3 -71.6 49 18 1 0 0 |point49 49 101.3 -75.4 49 18 1 0 0 i pointSO 50 116.5 -75.4 49 18 1 0 0 pointSI 51 116.5 -71.6 49 18 Deck Unit 2 and 4" W pointS2 52 13? -11.3 49 18 1 0 0 pointSS S3 140.8 -11.3 49 18 1 0 0 point54 54 140.8 -71.5 49 18 1 0 0 pointSS 55 13? -71.5 49 18 Barrierl 2" W pointse 56 -81.8 -9.1 49 15 0 0 0 points? 5? -81.8 90.9 49 15 0 0 0 pointSS 58 -191 90.9 49 15 0 0 0 point59 59 -191 -9.1 49 15 0 0 0 pointeo 60 -81.8 -9.1 49 15 Barrierl 3" W pointe 1 61 -81.8 -181.9 49 15 0 0 0 pointe2 62 -81.8 -72.8 49 15 0 0 0 pointes 63 -154.6 -72.8 49 15 0 0 0 point64 64 -154.6 -181.9 49 15 0 0 0 pointes 65 -81.8 -181.9 49 15 Barrierl 4" W pointee 66 -45.5 -291 49 15 0 0 0 pointe? 6? -45.5 -191 49 15 0 0 0 pointes 68 -209.2 -191 49 15 0 0 0 pointe9 69 -209.2 -245.5 49 15 0 0 0 Eilar Associates A6080eN1 Future Contours Barriers 8/25/2006 point?0 70 -100.3 -245.5 49 15 0 0 0 point?1 71 -100.3 -291 49 15 0 0 0 point72 72 -45.5 -291 49 15 Eilar Associates AeOSOSNI Future Contours Barriers 8/25/2006 Receivers Sound Levels Name No. No. of Dweiling Units Coordinates (pavement) Calcuiated Laeq 1 hr Name No. No. of Dweiling Units X y z Height above ground With Barrier Without Barrier Noise Reduction Name No. No. of Dweiling Units ft ft ft ft dBA dBA dBA On-Site Measured Location 1 1 144.4 -50.6 49 5 67.4 67.4 0 Receivers" 3 1 7 0 49 5 68.8 68.8 0 Receiver4" 4 1 30 0 49 5 63.7 63.7 0 Receivers" 5 1 60 0 49 5 62 62 0 Receivers" 6 1 90 -1 49 5 61.3 61.3 0 Receiver?" 7 1 120 -1 49 5 62.4 62.4 0 Receivers" 8 1 150 0 49 5 68.1 68.1 0 ReceiverO" 9 1 7 -15 49 5 65.5 65.5 0 Receiverl 0" 10 1 30 -15 49 5 63.4 63.4 0 Receiverl 1" 11 1 60 -15 49 5 62.2 62.2 0 Receiverl 2" 12 1 90 -15 49 5 62.1 62.1 0 Receiverl 3" 13 1 120 -15 49 5 63.5 63.5 0 Receiverl 4" 14 1 150 -15 49 5 68.2 68.2 0 Receiverl 5" 15 1 7 -30 49 5 64.2 64.2 0 Receiverl 6" 16 1 30 -SO 49 5 63 63 0 Receiverl?" 1? 1 60 -30 49 5 62.1 62.1 0 Receiverl S" 18 1 90 -30 49 Si 62.3 62.3 0 Receiverl 9" 19 1 120 -SO 49 51 64 64 0 Receiver20" 20 1 150 -30 49 sl 68.3 68.3 0 Receiver21" 21 1 7 -45 49 5 63.8 63.8 0 Receiver22" 22 1 SO -45 49 5 62.6 62.6 0 Receiver23" 23 1 60 -45 49 5 62 62 0 Receiver24" 24 1 90 -45 49 5 62.2 62.2 0 Receiver25" 25 1 120 -45 49 5 64.1 64.1 0 Receiver26" 26 1 150 -45 49 5 68.4 68.4 0 Receiver2?" 27 1 7 -60 49 5 63.6 63.6 0 Receiver28" 28 1 30 -60 49 5 62.3 62.3 0 Receiver29" 29 1 60 -60 49 5 61.7 61.7 0 ReceiverSO" SO 1 90 -60 49 5 61.9 61.9 0 ReceiverSI" 31 1 120 -60 49 5 64 64 0 Receiver32" 32 1 150 -60 49 5 68.5 68.5 0 ReceiverSS" S3 1 7 -75 49 5 63.3 63.3 0 Receiver34" 34 1 SO -75 49 5 61.9 61.9 0 ReceiverSS" 35 1 60 -75 49 S| 61.3 61.3 0 ReceiverSe" 36 1 90 -75 49 5 61.5 61.5 0 Receivers?" 3? 1 120 -75 49 5 63.1 63.1 0 ReceiverSS" 38 1 150 -75 49 5 68.5 68.5 0 Eilar Associates A60806N1 Future Contours Receivers and Sound Levels 8/25/2006 EILAR ASSOCIATES: Future Impacts At Outdoor Use Areas Prepared by Kevin Fowler Project Number Project Name Run Titie AeOSOSNI Roosevelt Plaza Future Impacts At Outdoor Use Areas Client Name Attention Woodland Group Patric:k M. Nonman Roadways Points Name Width Name No. Coordinates (pavement) Fiow Control Segment Name Width Name No. X y z Control Device Speed Constraint Percent Vehicles Affected Pavement Type On Struct? Name ft Name No. ft ft ft Control Device mph % Pavement Type On Struct? Oak Ave EB Before Stop Sign 12 pointi 1 -181.9 136.4 49 Stop 0 100 Average point2 2 163.7 127.3 49 Oak Ave EB After Stop Sign" 12 points 3 163.7 127.3 49 Average point4 4 582 109 49 Oak Ave WB Before Stop Sign" 12 points 5 582 121 49 Stop 0 100 Average pointe 6 163.7 139.3 49 Oak Ave WB After Stop Sign" 12 point? 7 163.7 139.3 49 Average points 8 -181.9 14S.4 49 Tyler Street NB With Stop Sign" 12 point9 9 0 0 49 Stop 0 100 Average pointi 0 10 0 130.4 49 Tyler St NB" 12 pointi 1 11 0 -409.2 49 Average pointi 2 12 0 0 49 Tyler St SB" 12 pointi 3 13 -12 130.3 49 Average pointi 4 14 -12 -409.2 49 Roosevelt St SB" 12 pointi 5 15 163.7 127.3 49 Average pointi 6 16 164.6 -363.8 49 Roosevelt St NB With Stop Sigr 12 pointi? 1? 168.6 -272.8 49 Stop 0 100 Average pointi S 18 175.7 126.5 49 Roosevelt St NB" 12 pointi 9 19 166.6 -363.8 49 Average point20 20 168.6 -272.8 49 Pine WB With Stop Sign" 12 point21 21 491.1 -300.1 49 Stop 0 100 Average point22 22 168.6 -272.8 49 Pine WB Through Roosevit" 12 point23 23 168.6 -272.8 49 Average point24 24 156.3 -272.8 49 Pine WB" 12 point25 25 156 -272.8 49 Stop 0 100 Average point26 26 0.1 -272.8 49 Pine EB With Stop Sign" 12 point2? 2? 0.1 -284.8 49 Stop 0 100 Average point2S 28 156 -284.8 49 Pine EB Through Roosevelt St" 12 point29 29 156.3 -284.8 49 Average pointSO SO 168.2 -284.8 49 Pine EB" 12 pointSI 31 168.6 -284.2 49 Average point32 32 491.1 -312.1 49 Eilar Associates A60S06N1 Future Impacts At Outdoor Use Areas Roadway Coordinates 8/25/2006 Roadways Points Name Name No. Segment Name Name No. Autos Mtrucks Htrucks Buses Motorcycles Name Name No. Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No. veh/hr mph Oak Ave EB Before Stop J pointi 1 77 25 2 25 1 25 0 0 0 0 point2 2 Oak Ave EB After Stop Sk points 3 77 25 2 25 1 25 0 0 0 0 point4 4 Oak Ave WB Before Stop points 5 77 25 2 25 1 25 0 0 0 0 pointe 6 Oak Ave WB After Stop S point? 7 77 25 2 25 1 25 0 0 0 0 points 8 Tyler Street NB With Stop point9 9 35 25 1 25 1 25 0 0 0 0 pointi 0 10 Tyler St NB" pointi 1 11 35 25 1 25 1 25 0 0 0 0 pointi 2 12 Tyler St SB" pointi 3 13 35 25 1 25 1 25 0 0 0 0 pointi 4 14 Roosevelt St SB" fl pointi 5 15 269 25 6 25 3 25 0 0 0 0 pointi 6 16 Roosevelt St NB With Sto pointi 7 1? 269 25 6 25 3 25 0 0 0 0 pointi 8 . 18 Roosevelt St NB" pointi 9 19 269 25 6 25 3 25 0 0 0 0 point20 20 Pine WB With Stop Sign point21 21 39 25 1 25 1 25 0 0 0 0 point22 22 Pine WB Through Roosev point23 23 39 25 1 25 1 25 0 0 0 0 point24 24 Pine WB" point25 25 39 25 1 25 1 25 0 0 0 0 point2e 26 Pine EB With Stop Sign point2? 2? 39 25 1 25 1 25 0 0 0 0 point28 28 Pine EB Through Rooseve point29 29 39 25 1 25 1 25 0 0 0 0 pointSO 30 Pine EB" pointSI 31 39 25 1 25 1 25 0 0 0 0 point32 32 Eilar Associates A6080eN1 Future Impacts At Outdoor Use Areas Traffic Volume 8/25/2006 Barriers Points If berm Coordinates Segment Name Type top run: Name No. X y Height at point Segment height pertubation On struct? Name Type width rise Name No. X y Height at point Incre- ment #Up #Dn On struct? ft ft:ft ft ft ft ft ft #Up Boys and Girls Club W 1 pointi 1 138.8 0 49 25 0 0 0 |point2 2 138.8 120 49 25 0 0 0 1 points 3 7.5 123 49 25 0 0 0 |point4 4 7.5 56.3 49 25 0 0 0 1 points 5 67.5 56.3 49 25 0 0 0 1 points 6 67.5 0 49 25 0 0 0 1 point? 7 138.8 0 49 25 Existing House 1" W pointi? 1? 129.4 -97.5 49 15 0 0 0 pointi 8 18 129.4 -78.8 49 15 0 0 0 pointi 9 19 95.6 -78.8 49 15 0 0 0 point20 20 95.6 -97.5 49 15 0 0 0 lpoint21 21 129.4 -97.5 49 15 Existing House 2" W |point22 22 54.4 -97.5 49 25 0 0 0 point23 23 54.4 -84.4 49 25 0 0 0 point24 24 28.1 -84.4 49 25 0 0 0 |point2S 25 28.1 -97.5 49 25 0 0 0 |point26 26 54.4 -97.5 49 25 Business and Housing" W lpoint2? 2? 145.5 -254.6 49 15 0 0 0 lpoint28 28 145.5 -100 49 15 0 0 0 ||point2g 29 81.8 -100 49 15 0 0 0 pointSO SO 81.8 -254.5 49 15 0 0 0 pointSI 31 145.5 -254.6 49 15 Business and Housing 2" W point32 32 365.5 -263.7 49 15 0 0 0 pointSS 33 365.5 100 49 15 0 0 0 point34 34 291 100 49 15 0 0 0 1 pointSS 35 291 -18.2 49 15 0 0 0 1 pointse 36 220 -18.2 49 15 0 0 0 j points? 3? 220 -263.7 49 15 0 0 0 1 pointSS 38 365.5 -263.7 49 15 Proposed Building" W point39 39 136.9 -71.5 49 25 0 0 0 point40 40 136.9 -5.6 49 25 0 0 0 point41 41 60 -5.6 49 25 0 0 0 point42 42 60 -71.5 49 25 0 0 0 point43 43 136.9 -71.5 49 25 Deck Units 1 and 3" W point44 44 59.9 -20.6 49 18 1 0 0 |lpoint4S 45 54.4 -20.6 49 18 1 0 0 |point46 46 54.4 -58 49 18 1 0 0 |point4? 4? 59.9 -58 49 18 Deck Unit 2" W |point48 48 101.3 -71.6 49 18 1 0 0 ||point49 49 101.3 -75.4 49 18 1 0 0 pointSO 50 116.5 -75.4 49 18 1 0 0 pointSI 51 116.5 -71.6 49 18 Deck Unit 2 and 4" W point52 52 137 -11.3 49 18 1 0 0 pointSS 53 140.8 -11.3 49 18 1 0 0 ||point54 54 140.8 -71.5 49 18 1 0 0 1 pointSS 55 13? -71.5 49 18 Barrierl 2" W 1 pointse 56 -81.8 -9.1 49 15 0 0 0 1 points? 5? -81.8 90.9 49 15 0 0 0 1 pointSS 58 -191 90.9 49 15 0 0 0 lpoint59 59 -191 -9.1 49 15 0 0 0 1 pointeo 60 -81.8 -9.1 49 15 Barrierl 3" W Ipointei 61 -81.8 -181.9 49 IS 0 0 0 |point62 62 -81.8 -72.8 49 15 0 0 0 1 pointes 63 -154.6 -72.8 49 15 0 0 0 point64 64 -154.6 -181.9 49 15 0 0 0 pointes 65 -81.8 -181.9 49 15 Barrierl 4" W 1 pointee 66 -45.5 -291 49 15 0 0 0 1 pointe? 6? -45.5 -191 49 15 0 0 0 1 pointes 68 -209.2 -191 49 15 0 0 0 |point69 69 -209.2 -245.5 49 15 0 0 0 Eilar Associates AeOSOeNI Future Impacts At Outdoor Use Areas Barriers 8/25/2006 |point?0 70 -100.3 -245.5 49 15 0 0 0 point?1 71 -100.3 -291 49 15 0 0 0 ||point72 72 -45.5 -291 49 15 Eilar Associates AeOSOSNI Future Impacts At Outdoor Use Areas Barriers 8/25/2006 Receivers Sound Levels Name No. No. of Dwelling Units Coordinates (pavement) H Calculated Laeq 1 hr Name No. No. of Dwelling Units X y z Height above! With ground 1 Barrier Without Barrier Noise Reduction Name No. No. of Dwelling Units ft ft ft ft 1 dBA dBA dBA On-Site Measured Location 1 1 144.4 -50.6 49 sl 66.9 66.9 0 Unitl" 41 1 56.3 -48.8 49 18 57.6 61.7 4.1 Unit 2 South" 42 1 108.8 -73 49 18 52 57.3 5.3 Unit 2 East" 43 1 138 -54.4 49 18 56.7 64.9 8.2 Unit 3" 44 1 56.3 -30 49 18 57.9 62 4.1 Unit 4" 45 1 138 -26.3 49 18| 56.6 65 8.4 Eilar Associates A60S06N1 Future Impacts At Outdoor Use Areas Receivers and Sound Levels 8/25/2006 EILAR ASSOCIATES: Future Building Facade Impacts Prepared by Kevin Fowler Project Number Project Name Run Title A60806N1 Roosevelt Plaza Future Building Facade Impacts Client Name Attention Woodland Group Patrick M. Norman Roadways Points Name Width Name No. Coordinates (pavement) Flow Control Segment Name Width Name No. X y z Control Device Speed Constraint Percent Vehicles Affected Pavement Type On Struct? Name ft Name No. ft ft ft Control Device mph % Pavement Type On Struct? Oak Ave EB Before Stop Sign 12 pointi 1 -181.9 136.4 49 Stop 0 100 Average point2 2 163.7 127.3 49 Oak Ave EB After Stop Sign" 12 points 3 163.7 127.3 49 Average point4 4 582 109 49 Oak Ave WB Before Stop Sign" 12 points 5 582 121 49 Stop 0 100 Average points 6 163.7 139.3 49 Oak Ave WB After Stop Sign" 12 point? 7 163.7 139.3 49 Average points 8 -181.9 148.4 49 Tyler Street NB With Stop Sign" 12 point9 9 0 0 49 Stop 0 100 Average pointi 0 10 0 130.4 49 Tyler StNB" 12 pointi 1 11 0 -409.2 49 Average pointi 2 12 0 0 49 Tyler St SB" 12 pointi 3 13 -12 130.3 49 Average pointi 4 14 -12 -409.2 49 Roosevelt St SB" 12 pointi 5 15 163.7 127.3 49 Average pointi 6 16 154.6 -363.8 49 Roosevelt St NB With Stop Sigr 12 pointi? 1? 168.6 -272.8 49 Stop 0 100 Average pointi 8 18 175.7 126.5 49 Roosevelt St NB" 12 pointi 9 19 166.6 -363.8 49 Average point20 20 168.6 -272.8 49 Pine WB With Stop Sign" 12 point21 21 491.1 -300.1 49 Stop 0 100 Average point22 22 168.6 -272.8 49 Pine WB Through Roosevit" 12 point23 23 168.6 -272.8 49 Average point24 24 156.3 -272.8 49 Pine WB" 12 point2S 25 156 -272.8 49 Stop 0 100 Average point26 26 0.1 -272.8 49 Pine EB With Stop Sign" 12 point2? 2? 0.1 -284.8 49 Stop 0 100 Average point2S 28 156 -284.8 49 Pine EB Through Roosevelt St" 12 point29 29 156.3 -284.8 49 Average pointSO 30 168.2 -284.8 49 Pine EB" 12 pointSI 31 168.6 -284.2 49 Average pointS2 32 491.1 -312.1 49 Eilar Associates ASOSOeNI Future Building Facade Impacts Roadway Coordinates 8/25/2006 Name Name No. Segment Name Name No. Autos Mtrucks Htrucks Buses Motorcycles Name Name No. Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No. veh/hr mph Oak Ave EB Before Stop S pointi 1 77 25 2 25 1 25 0 0 0 0 point2 2 Oak Ave EB After Stop Sic points 3 77 25 2 25 1 25 0 0 0 0 point4 4 Oak Ave WB Before Stop points 5 77 25 2 25 1 25 0 0 0 0 points 6 Oak Ave WB After Stop Si point? 7 77 25 2 25 1 25 0 0 0 0 points 8 Tyler Street NB With Stop point9 9 35 25 1 25 1 25 0 0 0 0 pointi 0 10 Tyler St NB" pointi 1 11 35 25 1 25 1 25 0 0 0 0 pointi 2 12 Tyler St SB" pointi 3 13 35 25 1 25 1 25 0 0 0 0 pointi 4 14 Roosevelt St S B" 1 pointi 5 15 269 25 6 25 3 25 0 0 0 0 1 pointi 6 16 Roosevelt St NB With Stod pointi 7 17 269 25 6 25 3 25 0 0 0 0 1 pointi 8 18 Roosevelt St N B" 1 pointi 9 19 269 25 6 25 3 25 0 0 0 0 |point20 . 20 Pine WB With Stop Sign |point21 21 39 25 1 25 1 25 0 0 0 0 point22 22 Pine WB Through Roosev point23 23 39 25 1 25 1 25 0 0 0 0 point24 24 Pine WB" point2S 25 39 25 1 25 1 25 0 0 0 0 point2e 26 Pine EB With Stop Sign point27 2? 39 25 1 25 1 25 0 0 0 0 point28 28 Pine EB Through Rooseve point29 29 39 25 1 25 1 25 0 0 0 0 pointSO 30 Pine EB" |pointSI 31 39 25 1 25 1 25 0 0 0 0 |point32 32 Eilar Associates A60S06N1 Future Building Facade Impact Traffic Volume 8/25/2006 Barriers - Points Name Type If berm No. Coordinates Height at point Segment Name Type top width run: rise Name No. X y z Height at point Segment height pertubation On Name Type top width run: rise Name No. X y z Height at point Incre- ment #Up #Dn struct? Name Type ft ft:ft No. ft ft ft ft ft #Up #Dn struct? Boys and Girls Club W pointi 1 138.8 0 49 25 0 0 0 point2 2 138.8 120 49 25 0 0 0 points 3 7.5 123 49 25 0 0 0 point4 4 7.5 56.3 49 25 0 0 0 points 5 67.5 56.3 49 25 0 0 0 pointe 6 67.5 0 49 25 0 0 0 point? 7 138.8 0 49 25 Existing House 1" W pointi? 17 129.4 -97.5 49 15 0 0 0 pointi 8 18 129.4 -78.8 49 15 0 0 0 pointi 9 19 95.6 -78.8 49 15 0 0 0 point20 20 95.6 -97.5 49 15 0 0 0 point21 21 129.4 -97.5 49 15 Existing House 2" W point22 22 54.4 -97.5 49 25 0 0 0 point23 23 54.4 -84.4 49 25 0 0 0 point24 24 28.1 -84.4 49 25 0 0 0 point2S 25 28.1 -97.5 49 25 0 0 0 point26 26 54.4 -97.5 49 25 Business and Housing" W point2? 27 145.5 -254.6 49 15 0 0 0 |point2S 28 145.5 -100 49 15 0 0 0 lpoint29 29 81.8 -100 49 15 0 0 0 1 pointSO SO 81.8 -254.5 49 15 0 0 0 1 pointSI 31 145.5 -254.6 49 15 Business and Housing 2" W |point32 32 365.5 -263.7 49 15 0 0 0 pointSS S3 365.5 100 49 15 0 0 0 pointS4 34 291 100 49 15 0 0 0 1 pointSS 35 291 -18.2 49 15 0 0 0 1 pointse 36 220 -18.2 49 15 0 0 0 1 points? 3? 220 -263.7 49 15 0 0 0 1 pointSS 38 365.5 -263.7 49 15 Proposed Building" W lpoint39 39 136.9 -71.5 49 25 0 0 0 Ipoint40 40 136.9 -5.6 49 25 0 0 0 |point41 41 60 -5.6 49 25 0 0 0 |point42 42 60 -71.5 49 25 0 0 0 lpoint43 43 136.9 -71.5 49 25 Deck Units 1 and 3" W |point44 44 59.9 -20.6 49 18 1 0 - 0 |point45 45 54.4 -20.6 49 18 1 0 0 lpoint46 46 54.4 -58 49 18 1 0 0 lpoint4? 4? 59.9 -58 49 18 Deck Unit 2" W lpoint4S 48 101.3 -71.6 49 18 1 0 0 |point49 49 101.3 -75.4 49 18 1 0 0 pointSO SO 116.5 -75.4 49 18 1 0 0 pointSI 51 116.5 -71.6 49 18 Deck Unit 2 and 4" W point52 52 13? -11.3 49 18 1 0 0 pointSS S3 140.8 -11.3 49 18 1 0 0 point54 54 140.8 -71.5 49 18 1 0 0 pointSS 55 137 -71.5 49 18 Barrierl 2" W pointse 56 -81.8 -9.1 49 15 0 0 0 points? 5? -81.8 90.9 49 15 0 0 0 pointSS 58 -191 90.9 49 15 0 0 0 pointS9 59 -191 -9.1 49 15 0 0 0 pointeo 60 -81.8 -9.1 49 15 Barrierl 3" W Hpointei 61 -81.8 -181.9 49 15 0 0 0 lpointe2 62 -81.8 -72.8 49 15 0 0 0 1 pointes 63 -154.6 -72.8 49 15 0 0 0 |pointe4 64 -154.6 -181.9 49 15 0 0 0 1 pointes 65 -81.8 -181.9 49 15 Barrierl 4" W pointee 66 -45.5 -291 49 15 0 0 0 pointe? 67 -45.5 -191 49 15 0 0 0 pointes 68 -209.2 -191 49 15 0 0 0 point69 69 -209.2 -245.5 49 15 0 0 0 Eilar Associates ASOSOSNI Future Building Facade Impact Barriers 8/25/2006 ||point70 70 -100.3 -245.5 49 15 0 0 0 |point71 71 -100.3 -291 49 15 0 0 0 |point?2 72 -45.5 -291 49 15 Eilar Associates ASOSOSNI Future Building Facade Impact Barriers 8/25/2006 Receivers Sound Levels Name No. No. of Dwelling Units Coordinates (pavement) Calculated Laeq 1 hr Name No. No. of Dwelling Units X y z Height above ground With Barrier Without Barrier Noise Reduction Name No. No. of Dwelling Units ft ft ft ft dBA dBA dBA On-Site Measured Location 1 1 144.4 -50.6 49 5 66.9 66.9 0 North Facade Level 1" 48 1 97.5 -5.7 49 5 48.7 48.7 0 North Facade Level 2" 49 1 97.5 -5.7 49 20 53.7 53.7 0 East Facade Level 1" SO 1 146 -41.2 49 5 67.1 67.1 0 East Facade Level 2" 51 1 138.8 -41.2 49 20.5 65 65 0 South Facade Level 1" 52 1 97.5 -75 49 5 54.9 54.9 0 South Facade Level 2" 53 1 97.5 -75 49 20 58.5 58.6 0 West Facade Level 1" 54 1 56 -39.4 49 5 49.6 49.7 0 West Facade Level 2" 55 1 56 -39.4 49 20 62.9 63.1 0 Eilar Associates A60806N1 Future Building Facade Impact Receivers and Sound Levels 8/25/2006 APPENDIXB Railway Noise Analysis Worksheet D Railway Noise Page 1 Noise Assessment Guidelines Ust All Railways within 3000 feet of the site: Note: Current Railway Activity 1. Amtrak Passenger Trains 2. Coaster Passenger Trains 3. Southern Pacific Freight Trains tor grade aossings? Necessary Information: Railway No. 1 Railway No. 2 Railway No. 3 1. Distance in feet from the NAL to the railway track: 100 100 100 2. Number of trains in 24 hours: a. diesel 29 22 6 b. electrified 0 0 0 3. Fraction of operations occurring at night 7% 0% 50% (10 p.m.. - 7 a.m.): 4. Number of diesel locomotives per train: 1 1 5 5. Number of rail cars per train: a. diesel trains 6 5 80 b. electrified trains 0 0 0 6. Average train speed: 40 40 40 7. Is track welded or bolted? welded welded welded 8. Are whistles or homs required yes yes yes Rail Current Calibration Worksheet D Railway Noise Page 2 Noise Assessment Guidelines Adjustments for Diesel Locomotives 9 10 11 12 13 14 15 16 17 No. of Locomotives 1 Average Speed Table 9 Homs (enter 10) Night- time Table 5 No. of Trains (line 2a) Adj. No. of Opns. DNL Workchart 3 Barrier Attn. Partial DNL Railway No. 1 0.5 X 0.75 X 1 X 0.69 X 29 = 8 62.7 0 = 62.7 Railway No. 2 0.5 X 0.75 X 1 X 0.43 X 22 = 4 59.5 0 59.5 Railway No. 3 2.5 X 0.75 X 1 X 2.35 X 6 = 26 68.2 0 = 68.2 Adjustments for Railway Cars or Rapid Transit Trains 18 Number of Cars 50 19 Average Speed Table 10 20 Bolted Rails (enter 4) 21 Night- time Table 5 22 No. of Trains (Une 2a or 2b) 23 Adj. No. of Opns. 24 DNL Woricchart4 25 Barrier Attn. 26 Partial DNL Railway No. 1 0.12 X 1.78 X 1 X 0.69 X 29 = 4 49.3 0 = 49,3 Railway No. 2 0.1 X 1.78 X 1 X 0.43 X 22 = 2 45.3 0 = 45.3 Railway No. 3 1.6 X 1.78 X 1 X 2.35 X 6 = 40 59.0 0 59.0 Combined Locomotive and Railway Car DNL Railway No. 1 62.9 Railway No. 2 59.6 Railway No. 3 68.7 Total DNL for all Railways 70.1 Signature Date Rail Current Calibration Worksheet D Railway Noise Page 1 Noise Assessment Guidelines Ust All Railways within 3000 feet of the site: Note: Future Railway Activity 1. Amtrak Passenger Trains 2. Coaster Passenger Trains 3. Southern Pacific Freight Trains ror grade crossingsv Necessary Information: Railway No. 1 Railway No. 2 Railway No. 3 1. Distance in feet from the NAL to the railway track: 100 100 100 2. Number of trains in 24 hours: a. diesel 29 22 8 b. electrified 0 0 0 3. Fraction of operations occurring at night 7% 0% 50% (10 p.m.. - 7 a.m.): 4. Number of diesel locomotives per train: 1 1 5 5. Number of rail cars per train: a. diesel trains 6 5 120 b. electrified trains 0 0 0 6. Average train speed: 40 40 40 7. Is track welded or bolted? welded welded welded 8. Are whistles or homs required yes yes yes Rail future Calibration Worksheet D Railway Noise Page 2 Noise Assessment Guidelines Adjustments for Diesel Locomotives 9 10 11 12 13 14 15 16 17 No. of Locomotives 2 Average Speed Table 9 Homs (enter 10) Night- time Tables No. of Trains (line 2a) Adj. No. of Opns. DNL Wori<chart: 3 Bamer Attn. Partial DNL Railway No. 1 0.5 X 0.75 X 1 X 0.69 X 29 = 8 62.7 0 = 62.7 Railway No. 2 0.5 X 0.75 X 1 X 0.43 X 22 = 4 59.5 0 = 59.5 Railway No. 3 2,5 X 0.75 X 1 X 2.35 X 8 = 35 69.4 0 = 69.4 Adjustments for Railway Cars or Rapid Transit Trains 18 Number of Cars 50 19 Average Speed Table 10 20 Bolted Rails (enter 4) 21 Night- time Table 5 22 No. of Trains (Une 2a or 2b) 23 Adj. No. of Opns. 24 DNL Woricchart4 25 Barrier Atbi. 26 Partial DNL Railway No. 1 0.12 X 1.78 X 1 X 0.69 X 29 = 4 49.3 0 = 49.3 Railway No. 2 0.1 X 1.78 X 1 X 0.43 X 22 = 2 45.3 0 = 45.3 Railway No. 3 2.4 X 1.78 X 1 X 2.35 X 8 = 80 62.0 0 = 62,0 Combined Locomotive and Railway Car DNL Railway No. 1 62.9 Railway No. 2 59,6 Railway No. 3 70.2 Total DNL for all Railways 71.2 Signature Date Rail future Calibration APPENDIX 0 Exterior-to-lnterior Noise Analysis cn <n < z < z g I-o Z) Q UJ Q: UJ (0 o z ct: g Q: UJ K-Z o Q: g Q: m j-X m T r- =0 d I r- 0° i*: d I flo in o o> in o M E i- •S e- I i .S tx> Cl 2 l/i CO ^ cn O) ^ r-: ~ 10 10 UJ UJ UJ tu z z z z oooo « "S ^ ^ H H ? ? fi n = OOOO m (/) tn V) E laza droo OL CQ > 'E (A 0 ame :Roi me: z % ra Z 0 .0) ojec E ojec 0 0 a! rxL 0000000000 I m -^f SC to 0000000000 0000000000 0000000000 = S u UJ I- 2: < 1^1 10 O CN 1^ •«r «3 10 d lO T CM CO •<»• 10 O CN OO <3 O) CN T-D CJ CN f- o 05 CO lO ^ CO cvi od O) « CN ^ 0> O) Q 00 h*' O) fri 0> «1 CN °' «- 0000000000 o^d ddddddd do 0000000000 "» o CM «> rs 0 £ E < = !:§ oiinoooooooooo pjijoooooooooo T- " 2>-ZZ2ZZZ2ZZZ Q S 5 £ C3 T3 Z 2 CO Eo Page 1 of 13 CO > < z o p o D Q UJ on m w o z g UJ Z o Q: g oe: UJ X UJ o CN 1 Cl 00 CO od 51 CJ> CJ O) (0 iri csi UJ UJ UJ UJ Z Z z z oooo S £ < ^ S C z z H I- V V ri n ^ O O tt tl u o u g 3 3 3 3 OOOO CO CO CO (/) E i2 -o Q. 0) ^ CQ "S > .IS O § " z ^ « *j <-> z O U Q> a> c k. 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Oi CM t- CM tv ^ to Ot oi Oi jj ? 55 S d 5 oi oi ^ oi CN ^ •<- m ^ CO CO |;5 Page 13 of 13 APPENDIX D Sound Insulation Prediction Results I Sound Insulation Prediction (v6.0) Program copyright Marshall Day Acoustics 2004 Margin of error is generally within +/- 3STC JobName:Roosevelt Plaza Job No.:A60806N Page No: Date: 16 Aug 06 lnitials:KF Notes: Exterior Wall File name:insul 1 X 0.9 in Stucco 1 X 0.5 in Plywood 1 X 0.6 in Gypsum Board 5.5 in v.„y STC 45 c 0 ctr 0 Surf, mass 7.1 lb/ft2 Surf, mass 1.5 lb/ft2 Crit. freq 1350 Hz Crit. freq 1828 Hz damping 0.01 3.5 in Studs @ 16 in Surf, mass 2.3 lb/ft2 fo =68 Hz inriii r Frequency (Hz) TL(dB) TL(dB) 50 22 63 20 22 80 25 100 31 125 33 33 160 36 200 39 250 40 40 315 42 400 44 500 45 45 630 46 800 48 1000 46 45 1250 42 1600 41 2000 42 42 2500 45 3150 48 4000 52 51 5000 55 Crit. freq 2231 Hz damping 0.01 trrnrtlbergiass (0.6 Ib/ft3) thickness 3.5 in 250 500 1000 frequencv (Hz) Sound Reduction Index(dB) STC Table 3.1b Glass Sound Transmission Loss Data' Glass Configuration insulating 30 10dB@400Hz 32 9dB@315Hz LO CO 37 10dB@200 Hz tv- CO T CD CM CD CM CO CM rv- CM o CO lO CO CX3 CM CO LO -CO LO CO r--co tr tr LO CO 00 LO LO to LO CM LO CO CO CO CM LO 00 tT LO o LO CJl CO • tT CD tr O tT CO tT CM tT CD 00 tT CD CO CO CO r-v CO tr tr tT LO CO CO tT CD CO CJl o •q-tr tT CJl CO CD tr 5-LO CD CO CT) CO o tr tr CM tT o LO CO CO LO CO CO tT tT o LO o ' CO CM CO CO CO Ol CO CJl CO o LO l-v-CVI CM tT CO 00 CO CD CO CD tr tT CM CM CM CO CD CO LO CO tr tT Ol CO CM CO CO CO LO CO 00 CO CM CJl LO CM 00 CM O CO 00 CO CD CM CO CM LO CM CO CM CO o CO CO CM O CM oo fv-CO CM CO CO CO CM CO CM CD CM OO rv. CM o CO CM CO CM CM CM LO CM Ol oo CM CD CM CD CM Ol CM O CM CM CM tr CM 1/8" -1/4" AS" -1/8" (SEALED) RAL-TL85-212 to 2 < ?3 ^ Q S n LU —1 =• <^ tn ^ < 83 c; Q S UJ _J 1 —1 1— = < _!J to CO * LO Crt ^ <£ CM Q s , LU —1 . —J 1— Sri •< _j 5= LU ^ CO 00 Q g3 < y ^ < f3 7 h- =i CE CD C^ J CD V) < Q CM = y lO ^ < 3 ' LU i=: to -y 1 ^ ^ < Ct3 QJ 6u!)e|nsu| uo|}ejn6!|uo9 sseio 3.4 I I i 1 I I I I I I Sound Insulation Prediction (v6.0) Program copyright Marshall Day Acoustics 2004 Margin of error is generally within +/- 3STC JobName:Roosevelt Plaza Job No.:A60806N Page No: Date: 16 Aug 06 lnitials:KF Notes: Common Wall File name:insul 2 X 0.6 in Type X Gypsum Board 2 X 0.6 in Gypsum Board 6.0 in { V / STC 54 c 0 ctr 0 Surf, mass 4.6 Ib/ft2 Crit. freq 2502 Hz damping 0.01 3.5 in Studs @ 16 in Surf, mass 4.6 Ib/ft2 fo =60 Hz Crit. freq 2231 Hz damping 0.01 ='anftl Si7ft R,{)x13ft mrttrt Frequency (Hz) TL(dB) TL(dB) 50 19 63 19 20 80 26 100 32 125 36 35 160 41 200 44 250 47 46 315 49 400 51 500 53 53 630 54 800 56 1000 57 57 1250 59 1600 58 2000 53 53 2500 50 3150 54 4000 57 56 5000 60 E : z z / z r > s i ~ / / V TTT ~ - - < z - 63 125 250 500 1000 frequencv (Hz) 2000 4000 Sound Reduction Index(dB) STC California Office of Noise Control Sketch Brief Oescription Laboratory Test Number Year Frequencies Tested Source of Data STC Section Number 1. 2. 3. 4. 1. 2x4 studs spaced 16"o.c. and staggered 8"o.c. on 2x6 plates. 2. 5/8" gypsum board nailed with 6d nails 6"o.c. 3. 5/8" gypsum board nailed with 8d nails 8"o.c. 4. 3 1/2" thick sound attenuation blanket. 51 National Gypsum Co. NGC 2376 1970 16f National Gypsum Co. 53 1.2.3.2.5.5 HZ 3&. DLEZ HZ 33 zsasi HZ H-S. HZ 4-5. 32.S. HZ H-BB HZ 1 SLBB HZ L2 B3a HZ &3 BBB HZ IBBB HZ i 12&B HZ &.E lEBB HZ S7 ' 2BBB HZ LH- 2SBB HZ S.B HZ S.3 4-BBB HZ E.7 -r- ' '-T——• '-T— '—• i • • • t 125 250 500 1000 2000 4000 Octave Band Center Frequency - Hz Xfi < o < fH I z HH hH o o I-) 1-^ H O H X HH u HH Q o so IT) IT) u H HH l-H H < fi u fi iS Ul rr ti OC rH ti 7: o HH H U P H ;z; o u C o ;-i fi o O *53 ^ 2 S ^ ^ Q ^ ri ti o ^ ti ffl o so HH HH tn H • § ^ g « ti c o £ o S -cS a 15 5 fi s c« O fa J ^ -° •o ^ I g WD S O ^ ti ^ ^ ^ CL, r p JS ^ ^ i hM TH rH fT) ^ * * * * * Vi ^ r \ o ^ r u -3 < CJ o fi^ I >^ £ u A ti o 5 00 p^ NH 1/3 Pt:; T-H u o o < u. O tf3 H Airborne Sound Insulation Test Report DSA Test No: 720041-NNRl Conducted on: Mar 22, 2004 For: PAC Intemationai, Inc. On: Waverly Landing Condominiums Floor-Ceiling System between Units 12 and 5 Figure 1 Normalized Noise Reduction Values in Q Q o C>J CD O lO •1^ T- c«j eg 1/3-Octave Center Frequency (Hz) -•-FTL(dB) •NNR-55 720041-NNRl Page 4 of 4 Daly • Standlee & Associates, Inc. 4900 S.W. Griffith Drive Suite 216 Beaverton, Oregon 97005 (503) 646-4420 Fax (5C3) 646-3385 DSiA Test No: 720041-IICl Conducted: Mar 22, 2004 Prepared for: Mike Gernhart PAC Intemationai, Inc. PO Box 5369 Aloha OR 97006 Report on: Field Impact Insulation Class (FIIC) Test Subject: Waverly Landing Condominiums Floor-Ceiling System between Units 12 and 5 Summary This report describes a test conducted to determine the Field Impact Insulation Class (FIIC) rating of the floor-ceiling system between the great rooms of Units 12 and 5 at the Waverly Landing Condominiums according to standard test procedures outlined in ASTM Designation El007-97. The floor-ceiling system tested consisted of the following elements: • 16" TJI ™ joists with one layer of plywood, a l-'/2 layer of hghtweight concrete topping and finished with hardwood flooring • Two layers of 5/8" gypsum wallboard fastened to the underside of the joists with RSIC-1™ Resilient Sound Isolation Clips and 7/8" furring channel (hat channel) • Two layers of R-19 rock wool and one layer of R-l 1 fiberglass in the joist cavity The test met all the requirements of ASTM E1007-97. The assembly tested achieved an FIIC rating of 60. Tested by: EXPIRES: 12/31/2(»5 Joseph C. Begin Sr. Engineer 720041-IIC 1 Page 1 of 4 Field Impact Insulation Class (FIIC) Test Report DSA Test No: 720041-lie 1 For: PAC Intemationai, Inc. Conducted on: Mar 22, 2004 On: Waverly Landing Condominiums Floor-Ceiling System between Units 12 and 5 Conformance to Standards A Field Impact Insulation Class (FIIC) test was conducted at the request of the PAC Intemationai, Inc. to detennine the FIIC rating of the floor-ceiling systems located between the great room (living room / dining room / kitchen) of Unit 12 and the great room of Unit 5 at the Waverly Landing Condominiums located at 525 SE Marion St in Portland, OR. The test was conducted in conformance to the test methods and procedures outiined in industry standard ASTM El007-97'. Description of Test Environment The subject of this test was the floor-ceiling system between the great room of Unit 12 and the great room of Unit 5 at Waverly Landing Condominiums. The impacted floor area was the hardwood floor located approximately in the center of the great room of Unit 12. The sound receiving space for the test was the great room of Unit 5. The receiving space had an open floor plan with carpeting in the living and dining area, and vinyl tile in the kitchen. The living and dining area was fumished with couches, tables, and bookshelves typical of such rooms. The dimensions of the great room floor under test were approximately 23'-9" by 25-'4". The total volume of the receiving space was calculated to be approximately 4,950 cubic feet. Description of Test Specimen The test specimen was floor-ceiling system between the great rooms of Unit 12 and Unit 5. The floor constmction consisted of 16" TJI ™ engineered joists with one layer of ^/J plywood, a 1'/^ layer of hghtweight concrete over the plywood, and hardwood flooring. The ceiling consisted of two layers of gypsum wallboard fastened to the underside of the joists via RSIC-1™ Resihent Sound Isolation Clips and 7/8" steel furring channel. Tlie joist cavity was filled with two layers of R-19 rock wool, and one layer of R- 11 fiberglass insulation. Description of Test Procedure The test was conducted in accordance with the procedures outlined in ASTM Designation El007-97. All measurements were made with a Larson Davis Model 800B sound level meter, which meets the requirements of standard ANSI S1.4 for Type 1 meters^, and a Dactron Photon™ real-time analyzer. As specified in Sections 10.1, 10.3 and 10.6 of ASTM El007-97, a single microphone was moved continuously along a defined traverse in order to obtain the necessary space-average levels. Absorption in the receiving room was calculated from the reverberation time measurement results as prescribed in the test procedure. Test Results Table 1 presents the calculated normalized Sound Pressure Level (SPL) values at each of sixteen standard 1/3-octave band test firequencies. Deficiencies in the data relative to an assigned Impact Insulation Class (IIC) curve are presented and used to establish an IIC rating per ASTM Designation E989-89. Table 1 also lists the receiving room absorption values in each firequency band. 1 American Society for Testing and Materials Designation El 007-97, Standard Test Method for Field Measurement of Tapping Machine Impact Sound Transmission Through Floor-Ceiling Assemblies and Associated Support Structures 2 American National Standards Institute, S1.4-1983, Specification for Sound Level Meters 720041-nCI Page 2 of 4 Field Impact Insulation Class (FIIC) Test Report DSA Test No: 720041-IICl For: Conducted on: Mar 22, 2004 On: PAC Intemationai, Inc. Waverly Landing Condominiums Floor-Ceiling System between Units 12 and 5 Table 1 - Normalized Impact Sound Pressure Levels Waverly Landing Condominiums Floor-Ceiling System, Units 12 and 5 1/3 Octave Center Frequency (Hz) Normalized Impact SPL (dB) Deficiency (dB) Receiving Room Absorption (Sabins) Notes 1/3 Octave Center Frequency (Hz) Normalized Impact SPL (dB) Deficiency (dB) Receiving Room Absorption (Sabins) Notes 100 57 5 572 3 630 37 491 3 125 57 5 517 3 800 39 466 3 160 59 7 495 3 1000 37 455 3 200 53 1 511 3 1250 32 473 3 250 56 4 561 3 1600 25 472 2 3 315 56 4 561 3 2000 27 486 2 3 400 51 608 3 2500 25 479 2 3 500 43 525 3 3150 25 452 2 3 Total Deficiencies = 26 FliC = 60 Notes: 1. Receiving room volume was less than the ideal value specified in ASTM E1007-97 (6.4) for testing in this frequency band. 2. Impact noise level in this band was less than 5 dB above ambient. Therefore level indicates only an upper bound of the impact noise level 3. Room absorption at this frequency was hicher tlian preferred, as specified by ASTM E1007 (11.6) Field Impact Insulation Class (FIIC) The rating of the floor-ceiling system tested is FIIC-60. The deficiencies between the normalized impact sound pressure levels and the assigned IIC curve total 26 dB, with no deficiency exceeding 8 dB in any 1/3- octave frequency band. Figure 1 displays the normalized measured SPL values and the FIIC-60 contour. 720041-IICl Page 3 of 4 Field Impact Insulation Class (FIIC) Test Report DSA Test No: 720041-IICl Conducted on: Mar 22, 2004 For: PAC Intemationai, Inc. On: Waverly Landing Condominituns Floor-Ceiling System between Units 12 and 5 OQ •o •o c 3 o •a o Figure 1 Waverly Landing Condominiums Floor-Ceiling System, Units 12 and 5 1/3-Octave Center Frequency (Hz) Normalized SPL — FIIC-60 720041-IICl Page 4 of 4 4900 S.W. Griffith Drive Suite 216 Beaverton, Oregon 97005 (503) 646-4420 Fax (503) 646-3385 DSA Test No: 720041-NNRl Conducted: Mar 22, 2004 Prepared for: Mike Gernhart PAC Intemationai, Inc. PO Box 5369 Aloha, OR 97006 Report on: Airborne Sound Insulation Test Subject: Waverly Landing Condominiums Floor-Ceiling System between Units 12 and 5 Daly • Standlee & Associates, Inc. Summary This report describes a test conducted to determine the airbome sound insulation rating of a floor-ceiling system between the great rooms of Units 12 and 5 at the Waverly Landing Condominiums according to standard test procedures outlined in ASTM Designation E336-97. The floor-ceiling system tested consisted of the following elements: • 16" TJI ™ joists with one layer of plywood, a layer of lightweight concrete topping and finished with hardwood flooring • Two layers of 5/8" gypsum wallboard fastened to the underside of tiie joists with RSIC-1™ Resilient Sound Isolation Clips and 7/8" furring channel (hat channel) • Two layers of R-19 rock wool and one layer of R-l 1 fiberglass in the joist cavity The test met all the requirements of ASTM E336-97. The floor-ceiling system tested achieved a Normalized Noise Reduction (NNR) rating of 55. The NNR rating is reported in lieu of die Field Sound Transmission Class (FSTC) rating because the receiving room absorption was higher than required by ASTM E-336. Although stiict adherence to ASTM E-336 would prohibit assigning an FSTC rating in this case, the STC rating calculated from the test data may be of interest. The STC equivalent rating calculated from this test data was 56. Tested by: EXPIRES: 12/31/2005 Joseph C. Begin Sr. Engineer 720041-NNRl Page 1 of 4 Airborne Sound Insulation Test Report DSA Test No: 720041-NNRl For: PAC hitemational, Inc. Conducted on: Mar 22, 2004 On: Waverly Landing Condominiums Floor-Ceiling System between Units 12 and 5 Conformance to Standards An airbome sound insulation field test was conducted at the request of PAC Intemationai, Inc. to determine the airbome sound insulation rating of the floor-ceiling systems located between the great room (living room / dining room / kitchen) of Unit 12 and the great room of Unit 5 at the Waverly Landing Condominiums located at 525 SE Marion St in Portland, OR. The test was conducted in conformance to the test methods and procedures outiined in industry standard ASTM E336-97'. Description of Test Environment The subject of this test was the floor-ceiling system between the great room of Unit 12 and the great room of Unit 5 at Waverly Landing Condominiums. The source room for the test was the great room of Unit 12 and the sound receiving space for the test was the great room of Unit 5. The receiving space had an open floor plan with carpeting in the living and dining area, and vinyl tile in tlie kitchen. The hving and dining area was fumished with couches, tables, and bookshelves typical of such rooms. The dimensions of the great room floor under test were approximately 23'9" by 25'4". The total volume of the receivmg space was calculated to be approximately 4,950 cubic feet. Description of Test Specimen The test specimen was the floor-ceiling system between the great rooms of Unit 12 and Unit 5. The floor constmction consisted of 16" TJI ™ engineered joists with one layer of plywood, a IVS layer of lightweight concrete over the plywood and hardwood flooring. The ceiling consisted of two layers of gypsum wallboard fastened to the underside of the joists via RSIC-1 ™ Resilient Sound Isolation Clips and 7/8" steel furring channel. The joist cavity was filled with two layers of R-19 rock wool and one layer of R- 11 fiberglass insulation. Description of Test Procedure The test was conducted in accordance with the procedures outlined in ASTM Designation E336-97. All measurements were made with a Larson Davis Model 800B sound level meter, which meets the requirements of standard ANSI S1.4 for Type 1 meters^, and a Dactron Photon™ real-time analyzer. As specified in Sections 10 of ASTM E336-97, a single microphone was moved continuously along a defmed traverse in order to obtain the necessary space-average levels. Absoiption in the receiving room was calculated from the reverberation time measurement results as prescribed in the test procedure. Test Results Table 1 presents the calculated Normalized Noise Reduction (NNR) values at each of sixteen standard 1/3- octave band test frequencies. Deficiencies in the data relative to an assigned NNR curve are presented and used to establish an NNR rating per ASTM Designation E597. Table 1 also lists the receiving room absorption values in each frequency band. 1 American Society for Testing and Materials Designation E336-97, Standard Test Methodfor Measurement of Airborne Sound Insulation in Buildings 2 American National Standards Institute, S1.4-1983, Specification for Sound Level Meters 720041-NNRl Page 2 of 4 Airborne Sound insulation Test Report DSA Test No: 720041-NNRl Conducted on: Mar 22, 2004 For: PAC Intemationai, Inc. On: Waverly Landing Condominiums Floor-Ceiling System between Units 12 and 5 Table 1 - Normalized Noise Reduction Values for the Floor-Ceiling System located between Units 12 and 5 of the Waverly Landing Condominiums 1/3-Octave Center Frequency f(Hz) Avg. SPL in Source Room Ll (dB) Avg. SPL in Receiving Room U (dB) Receiving Room Absorption A (sabins) Normalized Noise Reduction (dB) Deficiency (dB) Notes 125 75.1 39.2 465 37 2 3 160 79.5 36.8 465 44 0 3 200 79.1 37.5 448 42 3 3 250 79.8 38.3 448 42 6 3 315 83.1 38.2 448 45 6 3 400 91.5 42.6 418 49 5 3 500 88.0 37.2 418 51 4 3 630 85.6 31.7 418 55 1 3 800 91.2 30.9 367 61 0 3 1000 94.2 29.8 367 66 0 3 1250 94.5 26.4 367 69 0 3 1600 95.1 25.6 381 71 0 3 2000 99.0 29.3 381 71 0 3 2500 100.2 27.9 381 73 0 3 3150 96.3 21.0 377 76 0 3 4000 91.4 18.0 377 76 0 2 3 NNR-55 Total Deficiencies 27 Notes; 1. Receiving room volume was less than the ideal value specified in ASTM E 336-97 (A1.3) for testing in this frequency band. 2. Impact noise level in this band was less than 5 dB above ambient. Therefore level indicates only an upper bound of the impact noise level ASTM E 336-97 (10.5) 3. Room absorption at this frequency was higher than preferred, as specified by ASTM E 336 (A1.5) Normalized Noise Reduction (NNR) The Normalized Noise Reduction rating of the floor-ceiling system tested is NNR-55. The deficiencies between the measured Normalized Noise Reduction values and the assigned NNR curve total 25 dB, with no deficiency exceeding 8 dB in any 1/3-octave frequency band. The NNR rating is being reported in lieu of the Field Sound Transmission Class (FSTC) rating because the receiving room absorption was higher than required by ASTM E-336.^ Figure 1 displays the Normalized Noise Reduction values and the NNR-55 contour. 3 Although strict adherence to ASTM E-336 would prohibit assigning an FSTC rating to a partition tested under these conditions, the STC rating calculated from the test data may be of interest. The STC equivalent calculated from this test data was 56. 720041-NNRl Page 3 of 4 APPENDIX E Experts of Typical Architectural Plans iZz'^\^:<^:Z^:x^m:.^^ = » f \ 7= T { 1 1-^rl • •• r i y 0 '20' I 1^Z!^I^:BZZ^^ ^OOF Pufl n :' I ^ 6 ^ Ecc rf p Fic?^9f^ PLfi rt 7 6.- T J: y>Ao^^ unit (T) •\ tptp^fti/—• <95o ^p" <IOOtJJO iips° toi2uj 2 _iaSm tin 3 ^ i CL ^ V O OS I- HI ^ O 0- 5 « s APPENDIX F Recommended Products TECHNICAL DATA SC-t75™ ACOUSTICAL SOUND SEALANl Non-Flammable DESCRIPTION Pro-Series® SC-175™ Acoustical Sound Sealant is a one-part, non- flammable, latex base product de- signed specially for the reduction cf sound transmission in all types of wall partition systems. Its primary function is to achieve and maintain the specific STC (Sound Transmission Class) value of the system designed. Sealant remains permanently flexible and adheres firmly to wood or metai studs, concrete, gypsum board and most other types of buiiding substrates. Maintains a tough mbber-like seal against air-bome sound, air infiltration and moisture. SC-175™ offers fast, smooth, easy application without difficulty in extrusion. Clean up is also quick and easy with just soap and water. Field tested and field proven, Pro- Series® SC-175™ is recognized across the country by drywall manufac- turers and architects as an effective means of reducing sound transmission. FEATURES • UL tested and classified • Non-flammable formulation • Easy application and easy clean up • Wiil not harden, crack or separate • Non-staining and non-migrating • High degree of adhesive and cohesive strength USES Pro-Series(£) SC-175"'' was developed primaniy for commercia! eonstruetien utilizing light weight cavity walls and PHYSICAL PROPERTIES Type Synthetic Latex Rubber Vehicie Water Color White Solids by Weight 75% Hash Point 2C0°F. TCC (minimum amount of solvent present) Rammabiiity Non-Hammable Toxicity Toxic only if swallowed. Refer to MSDS. Tooling/Open Time 15 minutes Tack Free Time 30 minutes Cure Time 2-7 days Application temperature 40°F. minimum Sen/ice Temperature -5=F. to 170°F. Freeze-Thaw Stability Freeze-thaw stable for at least 3 cycles. Unaffected by freezing after curing. Sag or Slump Nil (ASTM D2202) Shore 'A" Hardness 45 -r/- 5 (Cured 30 days at room temperature) Elongation 200% AcceleratedWeathering No cracks, no discoloration, no chalking: 1000 hrs. in Xenon Arc Weatherometer Shelf Ufe 1 year irom date of manufacture at 75"F. Clean Up Soap and Water floor systems. The sealant is used for exposed and unexposed applications at perimeter joints, floor and ceiling njnners (either wood or metal), cut- outs in gypsum board, veneer plaster systems and other areas where a sound rated assembly is required. The sealant is also applied or buttered around all electrical boxes and outlets, coid air retums, heating and air conditioning ducts, and other utiliby equipment penetrating wall surfaces for increased acoustical perfonnance. The product is aiso e.xc8ilent for perimeter sealing in residentia] construction around base and sill plates to help reduce air infiltration and unwanted moisture. SC-175™ is used successfully in office buildings, sound studios, hospitals, hotels, motels, schools, apartment complexes and other types of commercial and residen- tial construction where sound ratings are required. SPECIFICATIONS UL Classified - 4859 (R9732). Tested in accordance with and confonns to: UL 723: U.B.C. Standard No.-12-1 Class I. ASTM E84: Surface Burning Charac- teristics of Building Materials. ASTM E90-85: Laboratory Measure- ment of Airi3ome-Sound Transmis- sion Loss of Building Materials. ASTM D217: Testing Standard for Consistency. ASTM C919-79: Standard Practica.fdr Use of Sealants in Acoustical " ' Applications. LIMITATIONS Do not use below freezing tempera- ture. When temperatures are belcw 40° F, it is recommended that product be kept at a minimum tem- perature of 45''F or higher when using. PACKAGING 29 oz. cartridges - 12/case Item # 17529 1 gallon pail - 4 paii Item # 17591 5 gallon pail -1 pail Item # 17595 STORAGE Keep from freezing. Store in cool, dry place at room temperature, preferably at 75=F. -)-/- 5'' for maximum shelf life and performance. c/3 O O 00 > O O c CO H o > 1— CO o c D CO m > r-> z ro o o o Cfi m m CO H m o X O > r-a > H > COVERAGE 29 oz. cartridge: 3/8" bead - approx. 40 lin. ft. 1/4" bead - approx. 39 lin. ft. 5 gallon pail: 3/8" bead - approx. 174 lin. ft-'gal. "/-" bead - aoDrcx. 3S2 iin. ft-gai. PERFORMANCE CHARACTERISTICS 1. Under.vriters Laboratories Inc. Classified 48S9 (R9732). UL 723: Sealant tested for surface buming characteristics. Appiied to Inorganic Reinforced Cement Board* Fiame Spread 5 Smoke Developed 5 'Tested as applied in two 1/2 in. beads, 8 in. on center. The sealant covered 5.6 percent of the exposed sample area. 2. ASTM E90-85: STC Value - Effect of sealing the opening on a test wall partition. APPLICATION PROCEDURES 1. All surfaces must be clean, dry and free of dirt, dust, oil, moisture and other foreign substances which could interfere with the bond of the Test partition consisted of metal studs 24" O.C. with double layer gypsum board, Rrecode "C" and attached with screws on both sides. Inside of partition was filled with sound insulation. Partition system was erected and shimmed out 4.75 mm (0.1875 in.) at top, bottom and edges. Results: Sound Transmission Class Value. 1. Un-sealed partition - An-ows show sound g travel around or through partitions, o CM >, STC=15 cn sealant. 2. Cut spout on tube to desired bead size (3/8" round bead recom- mended) and puncture seai inside spouL 3. Sealant should be appiied as scecified in the scunc-raiec system being installed (either wood cr meial studs). A. Ecttom Runners: Apply a continuous 3/8" round bead cf sealant at each sice cf the pjr.ners before setting gypsum board. Gypsum board shall be set into sealant to form complete contact with adjacent materials. Repeat procedure for double layer applica- tions. B. Top Runners: Apply sealant at top of gypsum board into the joint to provide full contact between the board and the structure above. C. Cut-Outs and Perimeter Joints: Backs of electrical boxes, pipes, duct systems and other types cf utility equipment penetrating wall surfaces shall be buttered with sealant All joints at perimeter edges including abutting surfaces and comer joints fonned by components shall be sealed with sealant. . 4. Maximum joint sizes shouid not exceed 5/8" x 1/2". 5. Clean tools and excess sealant immediately after application with soap and water. 6. If necessary, sealant can be painted as applicable to meet project requirements after 24 hours. 2. Single bead of sealant used at top and bottom runners only - both sides cf partition system. STC=24 CAUTIONS CONTAINS ETHYLENE GLYCOL and MINERAL SPIRITS. Do not take intemally. If swallowed may cause abdominal discomfcn, dizziness or malaise. Use '/;ith acecuate ventila- tion. KEE? OUT OF REACH OF CHILDREN. FIRST AID In case of eye contact, flush immedi- ateiy with plenty of clean water fcr at least 15 minutes. Consult a physician. If swallowed, give water and induce vomiting. Call physician. If dizziness occurs, remove to fresh air. Fcr skin contact, wash with soap and water. NOTICE TO PURCHASER OSI Sealants, Inc. wan-ants the quality of this product when used according to directions. User shall determine suitability of product for use and assumes all risk. THE FOREGOING WARRANTIES ARE IN LIEU OF ALL OTHEH WARRANTIES, EXPRESS OR IMPLIED, INCLUDING BUT NOT LIMITED TO THE IMPLIED WARRAN- TIES OF MERCHANTABILITY OR FITNESS FOR ANY PURPOSE NOT EXPRESSLY SET FORTH HEREIN. If not satisfied with the product's perfor- mance when used as directed, retum sales receipt and used container to OSI Sealants, Inc., 7405 Production Drive, Mentor, Ohio 44060 for product replacement. Tbe seller will not accept liability for more than product replace- ment. FOR COMMERCIAL USE CONTACT OSI SEALANTS TECHNICAL DEPARTMENT OR VISIT OUR WEB SITE AT www.osisealants.com. < Hi Q Z ID O CO < o 1- co ZD o cn o 6 < cn in CO CJ O CO Metal Stud Partition Door/window frame in a hollow partition 3. Single bead of sealant used at fop, bottom and perimeter joints - both sides of system. y STC=45 4. Double bead of sealant used at tcp, bottom and all perimeter edges. Both sides of partition system. STC=55 OSI Sealants, Inc. 7405 Production Drive Mentor, OH 44060 U.S.A. Phone: (800) 624-7767 (440) 255-8900 Fax: (440) 974-8358 S011175 TECHNICAL DATA SHEET Firestop Putty Pads Putty Pad Size: 7.25" X 7.25" X 3/16" Our Firestop putty pads provide acoustical protection in a release-lined pad for easy application to electrical boxes or other penetrations. The pad is conveniently sized to fit a typical 1 VZ deep 4S box with no cutting or piercing required. Faced on both sides with a convenient poly liner, Firestop putty pads are easily appiied with no mess or excessive residue. Firestop putty pads may also be used in through-penetrations for wire, cable etc. Strips of the pad may be cut off and packed around any openings. Pad strips may also be applied to penetrate in a mortar system to create a firestop as well as to absorb movement due to expansion and contraction or resonate vibration. No Other Product is as Easy & Versatile to Use and has Tested and Proven Fire Resistance and Acoustical Properties. Features: Non-Hardening for a tough, flexible seal. Two Stage Intumescences provides aggressive expansion. Endothermic Fillers absorb heat & release water. Highly Adhesive: Stays put! Allows movement. Water-Resistant: Unaffected by humidity, condensation, and water. Soft & Pliable:.Easy to install. Sound Deadening: Tested and proven acoustical properties. UL Classified & FM Approved Acoustical Solutions, Inc, 2852 East Parham Rd, Richmond, VA 23228 Ph: 800-782-5742 fax: 804-346-8808 www.acousticalsoiutions.com IX '•a o 03 ^< O -00 P .SH CC p. o -J—> C3 ID <L> CO c/1 O S S o O cd H -5 P c5 u Id CJ CO p O O c ^ r". o C3 o 1 X .2 P T3 o c CS i; P 'T3 m ^ p r-^ ^ < rj- vn t>- cz o o C3 o <: a !^ &0 > o C3 ^ cd (L> C > p 1? O O O D Cd ^ <D < I—' cd .u-i o CO O o p p ;> o P O P O Cd r-i P 3 03 P (D O P -P CO <D X o Id o ?^ o CO G 13 13 ^ CO CO fcO P P tC) o CO ;>^ CO Printed January 10. 2006 Hew to print without a print burton i o pnnt :h;s page, die; an the Is menu, then cheese Frini. Dap 12 Oz. DAPtex Window & Door Foam Model 7097818826 Intemet Catalog #107003 Innovative latex polymer foam technology seals out crafts, eliminates energy loss and prevents pest infiltraticn. Will not overexpand and is the best choice for sealing around windows and doors. Proven net tc bow, buckle or distort window and dcor fram.es. Also ideal for filling, sealing, and insulating cracks and gaps around pipes, foundations, and crawl spaces. Non-clogging appiicatcr and easy soap and water clean up. This toolable and moldable foam may be painted with latex once cured. Fcr exterior and interior use. • Seals Out Drafts • Wiil Not Bow or Buckle Window or Door Frames • Water C!ean-Up • Tooiacie and Moldable • Paintabis Once Cured • Intericr/Extericr Use ^ 777/s ite.m can be gift boxed • Usually arrivss in 5 - 7 business days Price: $4.99 SPECS • Internet ID: 107003 • Brand: Dap • Model #: 7097818825 • Color/Finish: White • Size: 12 • Application: For Sealing, Fiiling & Insulating Cracks & Gaps Around Pipes, Vents, Outlets • Clean-up: Water Clean Up • Energy Star Compliant: Ene.'gy Star • Exterior: Yes • Interior: Yes • Paintable; Yes • Sealant Type: Latex • UFC CODE; 070798188265 WARRANTY AND SAFETY • Fcr wan-anty intormation on this product, please cail cur Inte.met Customer Ser/ica Ce.nierat t-800-^30-3376. terms 2005 Homer TLC, Inc. All Rights Reserved. Use cf this site is subject to certain lis of use v.'hich ccnstitute s lsgal agreement between vou and the Heme DspcL Inc APPENDIX G Effect of Eiectricai Outlet Boxes on Sound Transmission Through Gypsum Board Walls Matkjnal Researdi Corweil ncaiond Coundl Canada de redderchesCaToda Effect of electrical outiet boxes on sound transmission through gypsum board walls Nightingale, T.R.T. NRCC-43410 A version of this paper is published in / Une version de ce docume.nt se trouve dans Solpian Review, no. 87, July 1999, pp. 17-18 www nrcca/irc/ircoubs I I Effect of Electrical Outiet Boxes on Sound Transmission through Gypsum Eoard Walls Ey Trevor Nightingale Recent research at NRC's Institute for Research in Construction has demonstrated the importance of proper placement of electrical outlet boxes when the reduction of sound travelling between dwelling units in multi-family buildings Is an Important consideration. The research showed that poorly placed outlet boxes can significantly decrease the sound isolation of gypsum board walls — a decrease of up to six sound transmission class (STC) points, when compared to walls wiih no boxes, was observed. It also showed how this degradation of performance can be minimized. The National Building Code of Canada (NBC) requires partition walls that separate units in muiti-famiiy dwellings to be both fire- and sound-rated, and the Canadian Electrical Code requires these and other walls in the dwelling to have a certain number of electrical outlet boxes per unit length of wall. However, penetrations associated with eiectricai outlet boxes can degrade the sound isolation of a wall, reducing the acoustical privacy between units. Until IRC researchers conducted a systematic study, the effect of such factors as the type and location of outlet boxes, and the presence of sound-absorbing materiai and its placement in the wall cavity were not well understood. The study also quantified the effectiveness of several practical retrofit methods to improve the sound isolation of walls with pooriy located boxes. This article reports on results for double-stud gypsum board walls, since this type of wall is most lif<ely to be used to achieve a high degree of sound isolation between dwelling units. Two types of electrical boxes are commonly used in multi-family dwellings: standard metal boxes for interior partitions and plastic vapour-barrier boxes for exterior walls. Table 1 shows that acoustically these boxes perfonn very differently. Plastic vapour- barrier boxes had a negligible effect on sound isolation regardless of their relative location whereas metal boxes led to a significant reducJon in sound isciaticn. when the boxes were closely spaced. This difference in perfcrmance is directly related tc the relative airtightness cf each type of box. Standard metal boxes have many holes to allow for electrical wires entering the box, and for the box to be fastened to the stud. In contrast, plastic vapour-barrier boxes have closed-cell foam gaskets, which fonm an airtight seal where the wires enter the box, and tabs on the outside of the box, which are used to fasten the box to the stud. Thus, there are no unsealed holes in the box. Plastic vapour-barrier boxes also typically have a backer plate at the mouth to seal the box to the gypsum board. These airtightness features impede the transmission of sound as well as the flow of air, and can compensate for problems caused by box proximity. Box Type STC Box Type Reference Wall • (No boxes) Electrical Box Location Box Type Reference Wall • (No boxes) Boxes located Back-to-back, No horizontal offset Boxes separated by at least one stud, 400-nini horizontal offset Plastic Vapour- Barrier 55 55 55 Metal 55 51 53 Table 1. Measured sound isolation expressed as an STC rating for metal outlet boxes and plastic vapour-barrier outlet boxes in the double-stud wall without sound-absorbing material in the cavity Jhe effects of metal box location and sound-absorbing material (e.g., fibrous building insulation) presence and placement were investigated using three different double-wall assemblies. One had no sound-absorbing material in the cavity; one had sound- absorbing material that was-pushed aside so it did not cover the outlet box; and one had sound-absorbing material in the cavity completely covering the back of the outlet box. The effect of increasing the separation between the boxes on either side of the wall was investigated for each wall assembly. It was found that the change in sound isolation depends upon several factors, including the separation, or horizontal offset, ofthe boxes, the construction ofthe wall assembly, and the placement of the sound-absorbing materiai in the cavity. The combined effect cf meta! box location and sound-absorbing material placement in the cavity of a gypsum board wall can be large. In the worst cases, the sound transmission ciass (STC) raring decreased by six points. While these factors cannot be fully separated, it is possible to identify generai trends. • The greatest reduction in STC occumed when there was a short unimpeded path between boxes; that is, when the sound did not have to travel through sound- absorbing material or through the narrow gap between opposite studs into the adjacent stud cavity. • When the sound had to travel through material in the cavity, the deleterious effect of the boxes was greatly reduced. • Very littie reduction in STC was noted for walls with the electrical boxes located in an adjacent stud cavity and at least 400 mm apart. The presence of sound-absorbing material further ensured that the electrical boxes have a negligible effect on STC. • These trends broke down only when IRC researchers compared conditions with boxes within the same stud cavity and no sound-absorbing material. • For boxes located in back-to-back positions, installing a layer of sound-absorbing material between them greatly improved the STC. Thus, where possible, the sound- absorbing material around the boxes should not be displaced because its effectiveness wiii be reduced. Retrofit Measures When an existing wail has decreased sound isolation because of improperiy located electrical boxes, there are several possible remedies or treatments, all involving modifications in and around the outlet box. A bead of caulk can be used to fill the gap between the box and the gypsum board. This simulates the flange and seal that form the airtight seal to the gypsum board in a plastic vapour-barrier box. A simple draft stopper — a closed-cell foam gasket commonly sold in hardware stores — can be placed between the gypsum board and the faceplate covering the electrical outlet. They are easy tb install, but improvement in sound isolation was found to be variable because an adequate seal cannot be formed ifthe gypsum board opening has been pooriy cut or the box is skewed so it protrudes beyond the face of the gypsum board. Eiectrical box inserts made from thin rubber or plastic reduce airflow if they are tightly fitted inside the box. The degree of airtightness, and resulting improvement to the sound isolation of the wall, is detemnined largely by how well the holes or slits for the electrical wires are sealed with caulking, and how well the insert is sealed to the gypsum board. Lining the interior of an electrical box with a mastic materiai that is impervious to air wiil increase the sound isolation of the wall, especially if the materiai can be sealed to the gypsum board. But a word of waming: Whiie a wide range of materiais, including caulking, can provide the necessary acoustical properties, it is possible that they may have other properties (such as electrical conductivity) that make them unsuitable for this use. Before installation, the local electrical authority should confirm the suitability of the materiai for placement in electrical boxes. While the results show thatthe presence of electrical outlet boxes need not significantly affect the sound isolation of gypsum board walls, a companion preliminary study conducted by IRC's Fire Risk Management Program showed that their presence may be of concern with respect to fire resistance. In the absence of a more complete study, boxes in fire-rated walls should be avoided if possible; however, if boxes must be placed in the wall they shouid be spaced as far apart as possible. Summary The sound performance of a wall when related to electrical outlet boxes can be improved by observing some simple guidelines: 1. Ensure that (untreated) metal boxes are offset horizontally by 400 mm or more in adjacent stud cavities rather than being placed within the same stud cavity; or 2. Use plastic vapour-barrier boxes; or 3. Use retrofit techniques that emulate the attributes of plastic vapour-barrier boxes. Additionally, remember that the presence of sound-abscrbing material in the cavity helps to further minimize the effect of pooriy located boxes, especially when installed so that the materiai blocks the line of sight between the boxes. Dr. Trevor Nichtingale is an acoustics researcher in the Indccr Environment Program of the National Research Council's Institute for Research in.Construction. Further detaiis ofthis research can be found in IRC's Construction Technology Update series, available on subscription. See the notice and order form for this series in the previous issue of Solpian Review. APPENDIX H Typical Recessed Down Light Enclosure Box Details 2-LAr£RS GYP BD C-Z-'j-<_-C-'I-G~-- CONT. LEDGER A5 REO'D EXIST GYP ED TO REMAIN 2X BLOCKING (fWMERi OCCURS; NOTE: RECESSED CAN LIG^- NOT SNOHN FOR CLARITY DE A Gf CiVIL ENGINEERING DESIGN GROUP CIVIL 8. STRUCTURAL ENGINEERS 1057 SYCAMORE AVEHUE VISTA, CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 Q (760) 599 8901 DRAINAGE STUDY AND HYDROLOGY REPORT ROOSEVELT PLAZA Carlsbad, CA Project No: 05204 PD XX-XX Prepared for: Mr. PAT NORMAN 869 Grand Avenue, Carlsbad, CA 92008 760-419- 4001 Prepared by! Civil Engineering Design Group Massood Gaskari, P.E. NO.C47303 EXP. 12-31-07 Date prepared: 01-12-06 Date Revised CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 Q (760) 599 8901 I. INTRODUCTION: This report is for a grading plan, which has been prepared by Civil Engineering Design Group. The subject property is in the City of Carlsbad, Califomia. The property currently contains one residential structure with associated pavement for driveway, sidewalk, and patio. The grading plan is for a proposed mix use development on this site. The grading plan is shown on the City Drawing No.GP-xxx- XX. All off-site streets and the underground improvements have previously been installed per the City permits. The county of San Diego Hydrology Manual (version 2003) was used to determine the run -off from storm having a 10 year and 100 year retum frequencies. The results are shown on the attached calculation sheets. II. DISCUSSION: The project consists approximately of 0.24 ± acres. It abuts Roosevelt Street along its northerly property line and Tyler Street along its southerly side, in the City of Carlsbad. Residential properties are located immediately adjacent to this property on the east and the westerly sides. The site is currently used as residential with one residential unit located within the property. Currently, the site can be divided into one basin. The property is relatively flat with a gentle slope from the northerly direction (Roosevelt Street) towards the southerly side ofthe property (Tyler Street). The current topography shows a differential grade elevation of approximately 3 feet from a high point along the Roosevelt Street to a low point on the Tyler Street. There is no off-site contribution to this lot. The proposed development will maintain the same drainage pattem as the existing. The proposed development includes a driveway and parking spaces along the Tyler side ofthe property. A multi-story stmcture is proposed along Roosevelt Street with three retail stores along the main level and residential units on top. Two basins will be formed after the development. A small basin (approximately 0.06 acres) that includes portions of the roof drains will be directed towards Roosevelt Street, while most of the developed flow (0.18 acres) will be directed towards the southeasterly comer. A gravel basin is planned for the developed runoff along the southeasterly comer. The gravel basin is located along the southeasterly comer of the property. Discharge from the parking space discharges onto this basin. Energy dissipaters and gravel basin are proposed for the low point before discharging the runoff onto the existing curbside along Tyler Street. Sidewalk under drain will be used for the ultimate discharge from the basins onto the curbside. The proposed basins are shown on the attached drainage map. Flow based BMPs shall be installed per the City requirements and in accordance with SDRWQCB "Califomia Storm Water Best Management Practices" handbook to be followed in the design of storm run-off systems. The anticipated increase in flow due to the development ofthis site for the lOO-year storm is 0.94 C.F.S. Discharge onto Tyler Street shall remain at the historic rate to minimize any potential adverse affect on the storm drainage system, down stream. III. CONCLUSION: The proposed grading plan and drainage facilities have been designed in accordance with standard engineering practices and the City of Carlsbad Standards. The proposed grading plan and drainage facilities will accommodate the run-off generated on-site for the storm having a 100-year retum frequency. The downstream facilities from this site were designed with ultimate development of this site considered. The drainage basins will have an ultimate maximum velocity in the swale that is approximately 2 feet per second, which is not excessive and would not require treatment facility for entrapment of the pollutants. ROOSEVELT STREET *$* swira ON FC SEKR WRKOUT Sl SCRDMARKET CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 Q (760) 599 8901 if /^.''y^Z. Z^.^.... iCZt^-e'Z..a../n. .^./.'Zl <^Zls>..^<^..Z.Z.}L...... Cr.. if > Kun C^.z..'^..^: /?i^lfer. 'th'^ <;^..Z'^..\le'^.M.f.^^^ y^ PROJECT NO. SHEETNO. OF o G o .. 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O ( li -d d R oi » d tM '"]'" o < !& > o -s to s 8 (W > d M -S w d ill d o < > o «t CO *i i »-o § d o old i is ) in *• -s Of M T— 8 o d 1 1 d d did i o c j d £ 1 IO o 3 8 8 m 8 ^1 1^ O Cft d N T* e O O: (jnoq/seqou|)^8i|g;u| a E t: ts JZ O e c o I I 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 studies. 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 study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Tj) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 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 CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 g (760) 599 8901 Zzz 'Jy4^pc^^^^ 'yC>A /'S ze Az^P-^^ jP.X4<Z^... M.yJ-A ^jf^rt?<^. j^^ ^ /f t^^z^Z^^ ^^^* f^ Z^^:^ 5 L."PV,rif fyp.M ^hA't. zh^. ^^..^.i CzQ ^CP£>Z^t '>r^^^^ 'T^ J /^ ie/^ J :* "/S^ p hOjpy^y<'^ ./..-5..; Z/yi Zryfyrs"^/^ tyt6.* J.. St -I c...;;.. A k ^ 4 ., .^- .iiy ; As-,^, = Z r ^ =y eQ-X = 7^^My^ Z •=%> /<iV!?...''...i?....5..:^.: r:. y^jTmU 5^.3., SHEETNO. ^OF CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 Q (760) 599 8901 Se-^ /rk*^ <!d^ -^.'.e. Zt>c>..f^...\i^z/^t ^tr..; 4.zzZ,y-„_,cd: 'y^.^...z.2.i. i>?£?'.<r...»^.^.i.-J ..Jf.j^r.-f ;£..^.C>...- I > ^.^.U rrspiU•c>^y:.L:^ J....:^y^.....SjS Ll?Z> Z%rX uj ' |l '^..'Zf...c.h.A. ^..i^^.r.cl^. •^A:<f iS^j^kjy^^^^ \ ...C^.i.rs.ieyC^.. ^ "^Ue •.^.li...^: Iry^ ^ ^'C'Sv vr-v' b>t S > H, A: .l?^.f^.LV.^r: iV:A.n.(i<^...<?l-rt*^ uJ/i ( 5^]'?.^:. U^. r3-e...;...,'^H<: ^Z C I A .E.i>...-...:..i A a. Abe... P D - 2 i: A \....z. C>. \z2> Abc... .t:e>.. .£.o...'..L..i.. .^^.J: -1<PP1}^ ^ Ms -Z iP ^^ PROJECT NO. SHEETNO. OF CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 Q (760) 599 8901 ' L.'.'./hrr|, .iS i CfriX.</.,.^..7,...s'.U..C...^i....t?...6=,i3., ; b :..c-P.5: .A s:....t^>..»...Lg> l*t-C* if .ie 3/ ,-7^ = 5^..'...!:^ '4 ':;...l(C>.S'..^^i^ ^ ^ ^-.^ iJT^ n:i ty.,.^ »'../..rV/^. .,:z: i •l/L. ftfp PROJECT NO. SHEETNO. OF CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 Q (760) 599 8901 ,^ Poi,±\ (£>. iii^S y^, ^?'....2.^....<:...<?.L./,£.i<:,.„7,,£...,> lirv* .^5 Z^C^>> r^ye>t^ . : ^ : nfi. 5*^ ""^ z '^^'u^^ ^XPif^^ /«f^^v*:?<? .A ^S. PROJECT NO. SHEETNO. ^OF IOOO 900 r«oo. i-700 > 800 raoo 400 •-300 r2oo r-l 2 r u O Q: < X u o fric/"ion facf or n* 0.0/S s/ope of O.OOGO'per' fooi- Find dtamefcr /S inches and ve/oci itj of Z.5 ft per second, 6y fo//outing dashed //he. OOOi-I • -.0001 -2 -3 z o o u u 4 Ui -5 >• H 6 O O 7 t-6 9 10 II 12 13 14 Energy Losses fi-om Manning's Equation 77 CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 Ql (760) 599 8901 ..f.^.^ eip*:..^..: ^ ^ %.. PROJECT NO. SHEETNO. OF -1.5- = .01 5 6 7 8 8 10 Discharge (C.F.S.) EXAMPLE: Giv«n:Q«10 S«2.5% Chart gives: Depth • 0.4, Velocity • 4.4 f.p.s. SOURCE: San Dlego County Department of Special District Services Design Manual 20 30 40 50 FIGURE Gutter and Roadway Discharge - Velocity Chart SaiflNIW Nl 3WliM01d QtmH3A0 II o a> u. o 8 c S Q CO 2 to 6 II U o •• ^ II- ^1 11 S5 13Bd Nl BONVISia HSiinOOmVM c 1 c o 'SS to I 2 4) c < tii o cn o a 5 O) o E o $ o E •s £ c o LL « C o (0 D R 2g I.5CX) 1,000 800 600 500 400 300 200 2,400 2.000 1,500 %. 1,000 r 600 • 600 • 500 •400 •300 i-200 100 80 60 50 =• 30 CO §26 < 2 C r- 10 5 « 6 5 4 3 -5 1.0 0.8 • 0.6 0.5 0.4- 0.3 0.2 100 $ 80 o 60 i 50 8 40 « a 30 . UJ uJ u. •r 20 a CD u 96 84^ 72f S 60^ g 54 S 48 ^42-1 it? §^ 30^ 27- -r 10 < 5 S 24 S 21 ^ 18 5 15 4 12 ID e- 1.0 QB Q6 0.5 04 0.3 6- 4-J — 5 — 4 -3 25 1.5 - I 0.9 UJ UJ V) 0.8 i ^.7-<. I- 0.6 o 0.5 ^ 0.4 g X 0.3 -- 0.2 • 0.15 O.l 0.13 4L 02 0.004 0.005-? _r0.5 0.006-: O.OOT 0006 0.009 0.01 -7 0.7 ''OS '.rO.9 ^1.0 OJ02-: 0.03 0D4 c ClOn H'OOS :- 1.5 O.OB- 0.06- o.oy 0.04 0.03-0.02- 0J0I5 " 0.010- 0.00 -0.006 ?OJ06 t_> C0.07 ujO.08 80.09-: -2 4^ I u 8 0.2-- 0.3-1 0.4-:: 05-^' 0.6-: 0.7-: 05-^' 5 2H UJ X uJ 4-3-> 54- -rO.6 o . z o a UJ Q: UJ CL UJ UJ 4 2 5 ^ _J UJ > 15 S Q4 rO.3 -02 i^OjOB 0.06 -0.05 -0.04 r0.03 r0.02 t-aoi 0.008 -0.006 -0.005 -Q004 -0003 0.002 QOOl 0.0008 0.0006 0.0005 0.0004 0.0003 0.0002 0,0001 0.00008 0.00006 0.00005 0.00004 0.00003 0.00002 aooool O.C0OOO8 0.000006 0000005 0000004 76 STORM WATER MANAGEi\/IENT PLAN Permit No. "ROOSEVELT PLAZA" 3135 Roosevelt Street, Carlsbad, CA 92008 GP-xxxx Prepared By: CIVIL ENGINEERING DESIGN GROUP 1057 Sycamore Ave, Vista, CA 92081 (760) 599 - 8585 PROJECT OWNER / DESIGNATED PERSON Mr. PAT NORMAN 869 Grand Avenue, Carlsbad, CA 92008 760-419- 4001 January 12, 2006 This Storm Water Management Plan has been prepared under the direction of the following Registered Civil Engineer. The Registered Civil Engineer attests to the technical infonnation contained herein and the engineering data upon which the following recommendations, conclusions, and decisions are based. MASSOOD GASKARI REGISTERED CIVIL ENGINEER DATE TABLE OF CONTENTS INTRODUCTION 1. Project Description 1.1. Topography and Land Use 1.2. Hydrologic Unit Contribution 2. WATER QUALITY ENVIRONMENT 2.1 Beneficial Uses 2.1.1. Inland Surface Waters 2.1.2. Groundwater 2.2. 303(d) Status 3. CHARACTERIZATION OF PROJECT RUNOFF 3.1. Existing and Post-Construction Drainage 3.2. Post-Construction Expected Discharges 3.3. Soil Characteristics 4. MITIGATION MEASURES TO PROTECT WATER QUALITY 4.1 .Construction BMPs 4.2. Post-construction BMPs 4.2.1. Site Design BMPs 4.2.2. Source Control BMPs 4.2.3. Treatment Control BMPs 4.2.3.1 Extended Detention Basins 4.2.3.1.1 Appropriate Applications and Site Constraints. 4.2.3.2 Bio-Filters 4.2.3.2.1 Appropriate Applications and Site Constraints. 5. OERATION AND MAINTENANCE PROGRAM 5.1. Extended Detention Basins 5.2. Bio-Filters 6. SUMMARY/CONCLUSIONS ATTACHMENTS A. Location Map B. Vicinity/Project Map C. BMP Map D. BMP Data Sheets III INTRODUCTION The Storm Water Management Plan (SWMP) requirement is required under the City of Carlsbad, Storm Water Management, and Discharge Control Ordinance. The purpose of this SWMP is to address the water quality impacts from the proposed improvements on the Roosevelt Plaza. Best Management Practices (BMPs) will be utilized to provide a long-term solution to water quality. This SWMP is also intended to ensure the effectiveness of the BMPs through proper maintenance that is based on long-term fiscal planning. The SWMP is subject to revisions as needed by the engineer. 1.0 PROJECT DESCRIPTION The subject property is in the city of Carlsbad, State of California, located at 3135 Roosevelt Street, Carlsbad, CA. The project plan is for a proposed mixed use building to be constructed on this site. It is approximately 0.24 acres large. The building covers almost 0.1 acres ofthe property. Approximately 90% ofthe remaining areas will be converted to parking with asphalted/concrete surface. The grading plan is shown on the City Drawing No.GP-0000. All off-site streets and the underground improvements have previously been installed per the City of Carlsbad requirements. See Attachments A & B for location details. The project site consists of approximately of 0.24 acres. It abuts Roosevelt Street along its northerly property line and Tyler Street along its southerly side, in the City ofCarlsbad. Residential properties are located immediately adjacent to thrs property on the east and the westerly sides. The site is currently used as residential with one residential unit located within the property. 1.1 Topography and Land Use Currently, the site can be divided into one basin. The property is relatively flat with a gentle slope from the northerly direction (Roosevelt Street) towards the southerly side of the property (Tyler Street). The current topography shows a differential grade elevation of approximately 3 feet from a high point along the Roosevelt Street to a low point on the Tyler Street. There is no off-site contribution to this lot. There is no point-source contribution to this site from the upper offsite sections. All the contributions are in the form of non point- source. The proposed development will maintain most of the runoff within the site with a low point proposed along the southeasterly corner of the property (the low point is located within the parking area at the southeasterly corner). Concrete pavement and parking areas will be constructed around the proposed structure. It is anticipated that there will be some landscaping and a drainage structure will be constructed. Various utilities; including electricity, gas, water, and sewer already exists, but may require relocation. 1.2 Hydrologic Unit Contribution The runoff from this project will be collected and filtered prior to draining into the public storm sewer system within Tyler Street. The final contribution from this site will be received by "Canyon De La Encinas" (904.4). The Carlsbad Hydrologic Unit includes the Canyon De La Encinas and is approximately 210 square miles. This project encompasses less than .1% ofthe total contribution to this unit. 2.0 WATER QUALITY ENVIRONMENT 2.1 Beneficial Uses The beneficial uses forthe hydrologic unit include MUN, AGR, REC2, WARM, and WILD as described below. Additionally, it also groundwater benefits for MUN, AGR, and IND. MUN - Municipal and Domestic Supply: Includes uses of water for community, military, or individual water supply systems including, but not limited to, drinking water supply. AGR - Agricultural Supply: Includes uses of water for farming, horticulture, or ranching including, but not limited to, irrigation, stock watering, or support of vegetation for range grazing. IND - Industrial Services Supply: Includes uses of water for industrial activities that do not depend primarily on water quality including, but not limited to, mining, cooling water supply, hydraulic conveyance, gravel washing, fire protection, or oil well re-pressurization. RECl - Contact Recreation: Includes uses of water for recreational activities involving body contact with water, where ingestion of water is reasonably possible. These uses include, but are not limited to, swimming, wading, water- skiing, skin and SCUBA diving, surfing, white water activities, fishing, or use of natural hot springs. REC2 - Non-Contact Recreation: Includes the uses of water for recreational involving proximity to water, but not normally involving body contact with water, where ingestion of water is reasonably possible. These uses include, but are not limited to, picnicking, sunbathing, hiking, camping, boating, tide pool and marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities. WARM - Wamri Freshwater Habitat: Includes uses of water that support wann water ecosystems including, but not limited to, preservation or enhancement of aquatic habitats, vegetation, fish or wildlife, including invertebrates. WILD - Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including, but not limited to, preservation and enhancement of ten-estrial habitats, vegetation, wildlife, (e.g., mammals, birds, reptiles, amphibians, invertebrates), or wildlife water and food sources. 2.2 303(d) Status According to the California 1998 303d list published by the San Diego regional Water Quality Control Board, there are no impaired water bodies that are associated with this project. 3.0 CHARACTERIZATION OF PROJECT RUNOFF 3.1 Existing and Post-Construction Drainage Currently, the site can be divided into one basin. The property is relatively flat with a gentle slope from the northerly direction (Roosevelt Street) towards the southerly side ofthe property (Tyler Street). The current topography shows a differential grade elevation of approximately 3 feet from a high point along the Roosevelt Street to a low point on the Tyler Street. There is no off-site contribution to this lot. There is no point-source contribution to this site from the upper offsite sections. All the contributions are in the fomri of non point-source. The proposed development will maintain most of the runoff within the site with a low point proposed along the southeasterly corner of the property (the low point is located within the parking area at the southeasterly corner). A gravel basin is planned for the developed runoff. The gravel basin is located along the southeasterly comer of the property. Discharge from the parking space discharges onto this basin. Energy dissipaters and gravel basin are proposed for the low point before discharging the runoff onto the existing curbside along Tyler Street. Sidewalk under drain will be used for the ultimate discharge from the basin onto the curbside. Concrete pavement and parking areas will be constructed around the proposed structure. It is anticipated that there will be some landscaping and a drainage structure will be constructed. Summaries of the post-construction water quality flows are included in Table 3.1. The flows were developed using the 85*^ Percentile Precipitation map developed by the County, which was obtained from the website http://wvm.co.san-diego.ca.us/dpw/iand/flood.htm. Outfall Tributary Area (acres) Q100 (cfs) QwQ (cfs) A.1 0.24 1.07 0.2 Table 3.1 Post-Construction Water Quality Flows 3.2 Post-Construction Expected Discharges There are no sampling data available for the existing site condition. In addition, the project is not expected to generate significant amounts of non- visible pollutants. However, the following constituents are commonly found on similar developments and could affect water quality: • Sediment discharge due to construction activities and post- construction areas left bare. • Nutrients from fertilizers • Trash and debris deposited in drain inlets. • Hydrocarbons from paved areas. • Pesticides from landscaping and home use. 3.3 Soil Characteristics The project site consists of soil group C. The project is relatively level and will not have slopes. 4.0 MITIGATION MEASURES TO PROTECT WATER QUALITY To address water quality for the project, BMPs will be implemented during construction and post-construction. 4.1 Construction BMPs A detailed description of the construction BMPs will be developed during the grading plan and improvement plan engineering. The following BMPs are planned for the construction phase of this project: Silt Fence Street sweeping and Vacuuming Storm Drain Inlet Protection Stock Pile Management Solid Waste Management Stabilized Construction Vehicle & equipment Maintenance Erosion Control Mats and Spray-on Applications Gravel Bags Berm Material Delivery & Storage • Concrete Waste Management Construction BMPs for this project will be selected, constructed, and maintained so as to comply with all applicable ordinances and guidance documents. 4.2 Post-construction BMPs Pollutants of concern as noted in the previous sections will be addressed through three types of BMPs. These are site design, source control, and treatment control. 4.2.1.1 Site Design BMPs Streets have been designed to meet the minimum widths. Landscaping of the common areas is incorporated into the plans. The landscaping will consist of both native and non-native plants. The goal is to achieve plant establishment expeditiously to reduce erosion. The irrigation system for these areas will be monitored to reduce over irrigation. Also, riprap will be placed at the gravel basin, the stomn outfall, to reduce velocities. 4.2.1.2 Source Control BMPs Source control BMPs will consist of measures to prevent polluted runoff. This information will include an educational component directed at the maintenance personnel. The maintenance personnel will receive a set of brochures developed by the county's Health Department These will include the following: Storm water runoff pollution fact sheet; Storm water runoff pollution prevention tips Storm water runoff pollution landscaping maintenance 4.2.2 Treatment Control BMPs The following treatment control BMPs will be implemented to address water quality: • Extended Gravel Basin • Bio-Filter Placement ofthe BMPs is noted on the attached plan. 5.0 OPERATION AND MAINTENANCE PROGRAM The operation and maintenance requirement for each type of BMP is as follows: 1. Extended Gravel Basin: The operation and maintenance needs are as follows: • Dispersion of alluvial sediment deposition at inlet structures thus limiting the extended localized ponding of water • Periodic sediment removal in accordance with the 18" depth threshold or 10% of the storage capacity (which ever is less). • Monitoring of the basin to ensure it is completely and properly drained • Outlet riser cleaning. Vegetation management to prevent marsh vegetation from taking hold, and to limit habitat for disease-carrying fauna. • Removal of graffiti, grass trimmings, weeds, tree pruning, leaves, litter, and debris. • Preventive stabilization of eroding banks and basal areas. Inspection Frequency • Once a month at a minimum • After every large storm • On a weekly basis during extended periods of wet weather. Aesthetic Maintenance is important for public acceptance of storm water facilities. The following activities will be included in the aesthetic maintenance program: • Graffiti Removal. Graffiti will be removed in a ttmely manner to improve the appearance of a detention pond, and to discourage additional graffiti or other acts of vandalism. • Grass Trimming. Trimming of grass will be done around fences, the basin, outlet structures, and sampling structures. • Weed Control. Weeds will be removed through mechanical means. Functional maintenance is important for performance and safety reasons and has two components: • Preventive maintenance Preventive maintenance will be done on a regular basis and will include the following; Mowing, trash and debris removal, sediment management, sediment removal, regular maintenance of any mechanical components, and the elimination of mosquito breeding habitats. • Corrective maintenance Corrective maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of a detention pond. Corrective maintenance activities include: o Removal of debris and sediment o Structural repairs of any component o Embankment and slope repairs o Erosion repairs o Fence repairs o Elimination of trees and woody vegetation o Elimination of Animal Burrows o General facility maintenance. 2. Bio Filter: The operation and maintenance needs are as follows: Inspection of its structural integrity and its screen for damage Animal and vector control Periodic sediment removal to optimize perfonnance Scheduled trash, debris and sediment removal to prevent obstruction Removal of graffiti Preventive maintenance of BMP equipment and structures Erosion and structural maintenance to maintain the performance of the filtration device. Inspection Frequency • Once a month at a minimum • After every large storm • On a weekly basis during extended periods of wet weather. Aesthetic Maintenance is important for public acceptance of storm water facilities. The following activities will be included in the aesthetic maintenance program: • Graffiti Removal. Graffiti will be removed in a timely manner to improve the appearance of a detention pond, and to discourage additional graffiti or other acts of vandalism. Functional maintenance is important for perfonnance and safety reasons and has two components: • Preventive maintenance Preventive maintenance will be done on a regular basis and will include the following; Mowing, trash and debris removal, sediment management, sediment removal, regular maintenance of any mechanical components, and the elimination of mosquito breeding habitats. • Corrective maintenance Corrective maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of a detention pond. Corrective maintenance activities include: o Removal of debris and sediment o Structural repairs of any component o Embankment and slope repairs o Erosion repairs o Fence repairs o Elimination of trees and woody vegetation o Elimination of Animal Burrows o General facility maintenance. 6.0 SUMMARY/CONCLUSIONS This SWMP has been developed in accordance with the Watershed Protection, Storm water Management, and Discharge Control Ordinance and the Storm water Standards Manual. This SWMP has evaluated and addressed the potential pollutants associated with this project and their effects on water quality. A summary of the facts and findings associated with this project and the measures addressed by this SWMP is as follows: • The beneficial uses for the receiving waters have been identified. None of these beneficial uses will be impaired or diminish due to the construction and operation of this project. • The Roosevelt Plaza project will not significantly alter drainage patterns on the site. The discharge points will not be changed and riprap energy dissipaters will be used to reduce the velocities. Thus preventing downstream erosion. • The gravel basin will reduce the amount of flow from this site to that of the historic flow. • The proposed construction and post-construction BMPs address mitigation measures to protect water quality and protection of water quality objectives and beneficial uses to the maximum extent possible. This storm water management plan has been prepared under the direction of the following registered civil engineer. The registered civil engineer attests to the technical infonnation contained herein and the engineering data upon which recommendations, conclusions, and decisions are based. Massood Gaskari, Date Registered Civil Engineer C 75^ 3 CL < >- o > LJ Z o z lU —I < o CO 4. OCK 32 I TYLER STREET 1 1 N 34*31'53' W 75.06' cviliV-. , 'tl'-: BMP DETAILS 1057 Sycamore Avenue, VIsta, CA 92081 Phone (760) 599-8566 Fax (760) 598-8838 r n Scheduling Description and Purpose Scheduling is the development of a written plan that includes sequencing.of construction activities and the implementation of BMPs such as erosion control and sediment control while ' taking local climate (rainfall, wind, etc.) into consideration. The purpose is to reduce the amount and duration of soil exposed to erosion by wind, rain, runoff, and vehicle tracking and to perform the construction activities and control practices in accordance with the planned schedule. Suitable Applications Proper sequencing of construction activities to reduce erosion potential should be incorporated into the schedule of every construction project especially during rainy season Use of other, more costly yet less effective, erosion and sediment control BMPs may often be reduced through proper construction sequencing. Limitations • Environmental constraints such as nesting season prohibitions reduce the full capabilities ofthis BMP. Implementation . Avoid rainy periods. Schedule major grading operations during dry months when practical; AUow enouEe before ramfall begins to stabilize the soil with vigetation or physical means or to install sediment trapping device » Plan ttie project and develop a schedule showing each phase of construction, Clearly show how the rainy season relate tasoU January 2003 California Stormwater BMP Handbook Construction wvYw.cabmphandbooks.com EC-1 Objectives Erosion Control. •/ Sediment Control / Tracking Control / . Wind Erosion Control / Non-Slonnwater Management Control Waste Management .and Malerials Pollution Control Legend: z Primary Objective V Secondary Objective EC SE TC WE NS WM Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None -^^^ ciiifornia Vr^a^x. Stonnwater Quality Auociation 1 of 3 EC-1 Scheduling disturbing and re-stabihzation activities. Incorporate the construction schedule into the SWPPP. • Include on the schedule, details on the rainy season implementation and deployment of: • Erosion control BMPs Sediment control BMPs Tracking control BMPs Wind .erosion control BMPs Non-stormwater BMPs - Waste management and materials pollution control BMPs I hiclude dates for activities that may require non-stormwater discharges such as dewatering sawcuttmg, grinding, drilHng, boring, crushing, blasting, painting, hydro-demohtion mortar ^ mbdng, pavement cleaning, etc. ' • Work out the sequencing and timetable for the start and completion of each item such as site clearmg and grubbing, gradmg, excavation, paving, foundation pouring utihties mstaUation _ etc., to minimize the active construction area during the rainy season. ' ' 1^^^?°^® trenchmg activities so tiiat most open portions are closed before new trenching begins. v,i.viv?iicvY <j . Incorporate staged seeding and re-vegetation bfgraded slopes as work progresses • fp1^ed%1g1SS"°'''''^'"''^^'^'*°°^'^S«^^^^ • Non-active areas should be Stabilized as soon as practical aftPrt}iPo«coo+^ r disturbing activities or one day priorto the ons^t rfSpttion °° "^'"^ • Monitor the-weather forecast for rainfall. • ^.enrainfah is predicted, adjust die construction schedule tf^plin^fi, • i .2i'tabili.ationandsediinenttreatmentcon.^^^^^^^^^^ \':SSSy^'arolt'~^^^^ sitestabihzedyen^d, andr'et~f^^f^^^^ m operational condition. ^ sediment trapping devices • Apply permanent erosion control to areas deemed ««nhc+=«f^on project's defined seeding window. substantiaUy complete during tiie Costs Construction scheduling to reduce erosion mav increfl.«;p nfho. . ^ . econonues of scale inperfonning site S^^Z^f^st^ reduced should be compared witii tiie other less effec Woln a^d^J^^^^^^ of scheduHng techniques cost effective balance. . ° sedimentation controls to achieve a 2 of 3 California Stormwater BMP Handbook Construction January 2003 . www.cabmprhandbo6ks.com « -r- r n Scheduling EC-1 Inspection and Maintenance • Verify tiiat work is progressbg hi accordance witii tiie schedule. If progress deviates, take corrective actions. • • Amend the schedule when changes are warranted, • Amend the schedule prior to the rainy season to show updated information on die ' deployment and implementation of construction site BMPs. References Stormwater Quality Handbooks Construction 3ite Best Management Practices (BMPs) Manual State of Cahfomia Department ofTransportation (Caltrans), November 2000. ' Stormwater Management for Construction Activities Developmg PoUution Prevention Plans and ofSlS ^ ^-^^^on Agency, Office -1 January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 3 of 3 Pi-p^sprvatlon Of Existinq Vegetation EC-2 Description and Purpose CarefuUy planned preservation of existing vegetation minimizes the potential of removing or mjuring existing trees, vines, shrubs, and. grasses that protect soU from erosion. Suitable Applications PreserYation.of fijdstingv-egetatiianis-.suitaHefox ©rr.mosf projects. Large project sites often provide the greatest opportunity for use df this BMP. Suitable appUcations include the foUowing: • Areas within the site where no construction activity occurs, or occurs at a later date. This BMP is espedaUy suitable to multi year projects where grading can be phased. • Areas where natural vegetation exists and is designated for preservation. Such areas often include steep slopes, . watercourse, and buUding sites in wooded areas. • Areas where local, state, and federal govemment require preservation, such as vemal pools, wedands, marshes, certain oak trees, etc. These areas are usuaUy designated on the plans, or in the specifications, permits, or environmental docmnents, • Where vegetation designated for ultimate removal can be temporarily preserved and be utiUzed for Erosion control and sediment control. Objectives EC Erosion Control SE Sediment Control TC Tracldng Control WE Wind Erosion Control Non-Stormwater . NS Management Control Waste Managen»nt and Materials Pollution Controi Legend: Z Primary Objective • Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria CHfand'Crease- Organlcs Potential Alternatives None OiJJfomia Stormwattr QualKy Association January 2003 California Stormwater BMP Handbook- Construction www.cabmphandbooks.com 1 of 4 n EC-2 Preservation Of Existing Vegetation Limitations • Reqmres forward planning by tiie owner/developer, contractor, and design staff. • Limited opportunities for use when project plans do not mcorporate existing veeetation into the site design. • For sites witii diverse topography, it is often difficult and expensive to save existine trees whUe gradmg the site -satisfactory for the planned development. Implementation The best way to prevent erosion is to not disturb the land. In order to reduce tiie impacts of new development and,redeveIopment, projects may be designed to avoid disturbmg land mTei^iti^ areas ofthe site (e.g., natural^ watercourses, steep slopes), and to mcorporate ™e ^r deSle e^tmg vegetation hito tiie site's landscapingplan. Clearly markmg aid leaving fbuffer ^ea around tiiese umque areas during construction wUl help to preserve tiiese wX.Tv advantage of natural erosion prevention and sediment Lppmg. areas as weU as take Existing vegetation to be preserved on tiie site must be nrotectpd frnm^ r^o^i, • i ^ , injuiy WhUe tiie land is bemg developed. The puroose of ^^^^^^^ ^ure tiie survival of desirable vegeSn forSe bean^^^^^^ vegetation is to Mature vegetation has extensive rolt syste erosion. In addition, vegetation helps keep soU from HT/-a^^^^^ '"^^"^^^ erosion. To effectively save existing vegetation no K^"^^ •within a defined area aroundX vegetS^^ '^^^^ be aUowed withiiLtiie-drip Une of tiie toe ^or trees, no constmction activity should occur Timing IS planned or wUl occur at a later date. ^'^^ '^^^''^ constmction activity ^^ign and Layout • Mark areas to be preserved witii temporary fencing lnrl„^. « • roots. ^ -^^u^esufScient setback to protect - Orange colored plastic mesh fencing works weU. " &eTaS*:S?poS^'^^"^^^ O^nsidertheimpaotof grade chang.toe:dstingvegetation and therootzone MamtaiD-existing irrigation systems where feasible Temnnr,™, • r„.K,- , •""P°'^ imgation may be reauired California Stormwater BMP Handbook Construction January 2003 www.cabmphandbooks.com r' V Preservation Of Existing Vegetation EC-2 Costs There is littie cost associated witii preserving existing vegetation ff properly planned during tiie project design, and tiiese costs may be ofiset by aestiietic benefits tiiat enhance propertv vdues Dunng construction^ tiie. cost for preserving existing vegetation wiH likely be less tiianle- coTof applying erosion and sedhnent controls to die disturbed area. Replacing vegetation Sool^^^^^^^^ ^"^^ ""'"^^'^^^ ^ "^'"^'^y ^'^^^> sometimes m excess of $10,000 per tree. Inspection and Maintenance During construction, tiie Umits of distm-bance should rem.am clearly marked at aU times Imgation or maintenance of existing vegetation should be dP^rrnhZ^ ir. \ . ^^age^toprotectedt^eesstiHoccurlmlinten.^^^^^^^ ' IStdr''^'''"'''"'""'"™^^^'^'-^^^^ • Serious tree injuries shaU be attended to by an arborist. . ^-^«'*°thecrown,trunk,orrootsystemofaretainedtreeahaflberepai«dM^ • Trencli as far from tree tinnlcs as possible usii8llvn>rfQi/i«.,*rt, ^ , • Curve trenches around trees to avoE °' ^opy. encountered, considert^e%STe^°°^"°.?nT'^^^^ ^"'"'^^^ trees to be retained, place tunniTSin^iL^f °5 « ""der tee^eentert^iainimLimpactS Kte surface^notbelowlhe • '^o pot leave tree roots exposed to air -Cover »vr,nc=j •, soil covering is not practical, protect exposed m^t, , ^ as possible. If tunnel or trench is ready for backfiS """^ ""^^P °' P«at moss until the . Cleanly remove tiie ends of damaged roots witt, a smootti cut. • ™ trenches and tunnels as soon aspossible r«r»fi,rfliv spaces in ttie soil, which can damage roots ^ '^'^ taping will eliminate air • ^''ark damage occurs, cut back allloosen./lt,.,!,- . v ^pered at ttie top and bottom ^d^^^^.'^Z.fl'^^F^ «ith ttie cut the undamaged area as much as possibk^^ ^'^"^"'^*''^«°f the wood, liniit cutting • Aerate soil ttiat has been comnacted nv»r. 1^ aZT ^""i ^« bar b^^'SS ^ ^- deep m. apart ttiroughout the area of compactedToSe^^kl ^eV^o^^i • FertUization - FertUize-stressed or damaged broadleaf trees to aid recovery. - FertiHze trees in tiie late faU or early spring. January 2003 . , ^——— California Stormwater BMP Handbook .Construction 3 of 4 www.cabmphandbooks.com r EC-2 Preservation Of Existing Vegetation - • Apply fertilizer to the soU over the feeder roots and in accordance with label instmctions, but never closer than 3 ft to tiie trunk. Increase tiie fertiUzed area by one-fourth ofthe crown area for corufers that have extended root systems. • Retain protective measures until aU other construction activity is complete to avoid damage during site cleanup and stabilization. References County of Sacramento Tree Preservation Ordinance, September 1981. Stormwater QuaUty Handbooks Construction Site Best Management Practices (BMPs) Manual State of Califomia Department of Transportation (Caltrans), November 2000. ' Stormwater Management of tiie Puget Sound Basin, Technical Manual, Pubhcation #01-7:; Washington State Department of Ecology, Februaiy 1992. ^ Water .QuaUty Management Plan for The Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Plannmg Agenc^November 1988. California Stormwater BMP Handbook . Construction www.cabmphandbooks.com January 2003 r z Geotextiles and Mats EC-7 Description and Purpose Mattings of natural materials are used to cover tiie sofl surface to reduce eros onfrom ramfaU unpact, hold soU in Se^d absorb and hold moisture near tiie soU surface. Addi'Sy M^d '° vegetatiohT SciTtsfbTe Applfcatfbns Mattings are commonly apphed on short steen «,^r^r^o«, -u erodon hazard is high Ld vegetation ^ K to^S^^^^^ Mattmgs are also used on stream banks whe-eZl' ^^^^j^^' velocities between 3 ft/s and ^/s SyToSl^^^^^^ vegetation, and in areas where tiie sofl surface islk^^^^ . where existing vegetation has been remoW M.Sfn f ^ be used when seedmg cannot occur e g. 1 te stt' '^"'^ motion and/or tiie arrival of an ei- y rSon1 Erosion control matting should be considereTJh^n are fine grained and potentiaUy erosive ^ '^"^ should be considered'^m tiie foU^s'tu^ti^r • Steep slopes, genera^y steeper tiian 3:1 (Ji;V) • Slopes where tiie erosion potential is high • ^^^P^-cldisturbedsoilswheremulchmustbeanchored ' - Disturbed areas where plants are slow to develop • Channels witii flows exceedhig 3.3 ft/s Objectives EC Erosion Control / SE Sediment Control TC Tracking. Control WE Wind Erosion Control / Non-Stonnwater Management Control Waste Managenwnl and Materials Pottution Control Legend: Z Primary Objective / Secondary Objective Targeted Constituents Sediment ^ Nutrients Trash Metals Bacteria Oirancf-Grease Organics Potential Alternatives EC-3 Hydraulic Mulch EC-4 Hydroseeding EC-5 Soil Binders EC-0. Straw Mulch EC-8 Wood Mulching January 2003 SQA y*-' Stormwater Auoclat/on Stormwater BMP HandbooT Construction www.cabmphandbook5.com 1 of U I o I I EC-7 Geotextiles and Mats • Channels to be vegetated • StockpUes I Slopes adjacent to water bodies of EnvironmentaUy Sensitive Areas (ESAs) Limitations , . ^ ^. ^ • Properly mstaUed mattings provide exceUent erosion control but do so at relatively high cost. Thia hi^ cost typicaUy Hmits the use of mattings to areas of concentrated channel flow and steep slopes. a Mattings are more costiy than other BMP practices, Umiting their use to areas where other BMPs are ineffective (e.g. channels, steep slopes). • • InstaUation is critical and requires experienced contractors. The contractor should mstaU the matting material in such a manner that continuous contact between tjie material and the soil occurs. a GeotextUes and Mats may .delay seed germination, due to reduction in soU temperature. • Blankets and mats are generaUy not suitable for excessively rocky sites or areas where the ~ . final vegetation wiU be mowed (since staples and netting can catch in mowers). • Blankets and mats must be removed and disposed of prior to apphcation of permanent soU -.^ stabilization measures. { -Mr Elastic sheeting-is-easily vandalized, easily tom, photodegradable, and must be disposed of ^- at a landfiU. • Plastic results in ioo% runoff, which may cause serious- erosion problems in the areas receiving the increased flow, ~ I The use of plastic shodd be Umited to covering stockpUes or very smaU graded areas for short periods of time (such as through one unminent storm event) until altemative measures, such as seeding and mulching, maybe instaUed. • Geotextiles, mats, plastic covers,, and erosion control covers have maximum flow rate limitations; consult the manufacturer for proper selection. • Not suitable for areas tiiat haye heavy foot traffic (tripping hazard) - e!g., pad areas around buUdings under constmction. Implementation Material Selection Organic matting materials have been found to be effective where re-vegetation wUl be provided by re-seedmg. The choice of matting should be based-on tiie size of area, side slopes, surface concUtions such as hardness, moisture, weed growtii, and avaUabUity of materials C ^ California Stormwater BMP Handbook January 2003 Construcfion wwwi.cabmphandbooks.com Geotextiles and Mats 122. The foUowing natural and syntiietic mattings are commonly used: f Sl'should be a woven polypropylene fabric with minimum jiickness of 0.06 in • mSum widtii of 12 ft and should have muumum tensile strengtii of 150 lbs (warp), 80 lbs im m rr^nformance with the requirements in ASTM Designation: D 4632. The permittivity ^7:1 ^^frT^d^^Z^^tely 0-07 sec-^ m confonnance witii tiie requirements m ™Stion:^ ^ntin Wo^anS^witiitiiereqm^^^ Geotextile EeL miSbeTe^er^^^^ >5tii wire staples or sandbags and by k^ng into tops of So^top^eht^ rd^Sil iTgau^^^ steel wire and shouldbe U-shaped witii 8 in. legs and 2 im.crown. I Geotextiles may be reused if tiiey are suitable for tiie use intended. PZostic Couers , 1 j. 1. • • Plastic sheeting should have a mimmum tiiickness of 6 mUs, and must be keyed m at tiie top of slope and fkmly held in place witii sandbags or otiier weights placed no more tiian 10 ft apartf Seains are typicaUy taped or weighted down theu: entire length, and tiiere should be at least a 12 m. to 24 in. overiap of aU seams. Edges should be embedded a minunum of 6 in. in soU. • AU sheeting must be inspected periodicaUy after mstaUation and after significant rainstorms to check for erosion, undermining, and anchorage faUure. Any faUures must be repaked immediately. .If washout or breakages ocGar;.the materialshoiddbe-re^ristanedlafter- r^psring the damage to "tijcslepe. Erosion Control .BZajtitets/iWats • Biodegradable roUed erosion control products (RECPs) are typicaUy composed of jute fibers, curled wood fibers, straw, coconut fiber, or a combination of these materials. In order for an RECP to be considered 100% biodegradable, the netting, sewing or adhesive system that holds the biodegradable mulch fibers togetiier must also be biodegradable. - Jute is a natural fiber that is made into a yam that is loosely woven into a biodegradable mesh. It is designed to be used in conjunction with vegetation and has longevity of approximately one year. The material is suppUed in roUed strips, Wliich should be secured to the soU with U-shaped staples or stakes in accordance with manufacturers' recommendations. - Excelsior (curled wood fiber) blanket material should consist of machine produced mats of curled wood excelsior with 80 percent of the fiber 6 in. or longer. The excelsior blanket should be of consistent thickness. The wood fiber must be evenly distributed over tiie entire area ofthe blanket. The top surface of the blanket should be covered witii a photodegradable extruded plastic mesh. The blanket should be smolder resistant without the use of cheniical additives and should be non-toxic and non-injurious to plant and animal life. Excelsior blankets should be furnished in roUed strips, a minimum of 48 in. wide, and should have an average weight of 0.8 lb/yd=, ±10 percent, at the time of manufacture. Excelsior blankets must be secured in place with wire staples. Staples January 2003 California Stormwater BMP Handbook Constnjction www.cabmphandbooks.com 3 of 11 Geotextiles and Mats 1 ) *odd b. mde o( mUnm u ml »ln •hod d b. U-ah.p.d «ith 8 h. l.g. and 2 in. crown. Straw blanket should be machine produced mats of straw witii a hghtweight ^ * biodegradable netting top layer. The straw should be attached to the nettmgwitii^ biodesiadable thread or glue strips. The straw blanket should be of consistent thickness. The sfraw should be evenly distributed over tiie entire area of tiie blanket. Straw blanket should be fiumished in roUed strips a minimum of 6.5 ft wide, a minimum of 80 ft long anda nS^^^ of o 5 lb/yd». Straw blankets must be secured in place witii wire staples. Staples-should be made of minimum 11 gauge steel-wire and should be U-shaped witii 8 in. legs and 2 in. crown. Woodfiber blanket is composed of biodegradable fiber mulch with extmded plastic netting held together with adhesives. The material is designed to enhance re-vegetation. The material is fumished m roUed strips, which must be secured to the ground withi U- shaped staples or stakes in accordance witii manufacturers' recommendations. - Coconut fiber blanket should be a machine produced mat of 100 percent coconut fiber with biodegradable netting on the top and bottom. The coconut fiber should be attached to the netting with biodegradable thread or glue strips. Tlie coconut fiber blanket should be of consistent thickness. The coconut fiber should be evenly distributed over the entire area -of the blanket. Coconut fiber blanket should be furnished in roUed strips with a minirnum of 6.5 ft wide, a minimum of 80 ft, long and a minimum of 0.5 lb/yd'. Coconutfiberblanketsmustbesecuredinplace with wire staples. Staples should be made of minimum. iipa.uge-steel whe aniishauld.be U-shaped with:8-in. legs md.2.m.^crovm. - Coconut fiber mesh is a thin permeable membrane made firom coconut or com fiber that is spun into a yam and woven.into a biodegradable mat It is designed to be used in conjunction with vegetation and typically has longevity of several years. The material is suppUed in roUed strips, which must be secured to the soU with U-shaped staples, or stakes in accordance with manufacturers' recommendations. - Straw coconut fiber blanket should be machine produced mats of 70 percent straw and 30 percent coconut fiber with a biodegradable netting top layer and a biodegradable bottom net. The straw and coconut fiber should be attached to the netting with biodegradable thread or glue strips. The straw coconut fiber blanket should be of consistent thickness. The straw and coconut fiber should be evenly distributed over the entire area of the blanket. Straw coconut fiber blanket should be furnished in roUed strips a minunum of 6.5 ft wide, a mmimum of 80 ft long and a minimum of 0.5 Ib/yd^. Straw coconut fiber blankets must be secured in place with whe staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 m. crown. Non-biodegradable RECPs are typicaUy composed of polypropylene, polyetiiylene, nylon or otiier syntiietic fibers. In some-cases, a combmation of biodegradable and syntiietic fibers is- used to construct tiie RECP. Netting used to hold tiiese fibers together is typically non- biodegradable as weU. 4 0f U California Stormwater BMP Handbook Construction www.cabmphandbooks.com Januar/ 2003 Geotextiles and Mats EC-7 - Z _ Plastic netting is a hghtweight biaxiaUy oriented, netting designed for securing loose mulches-Hke straw or paper to soU surfaces to establish vegetation. The netting is photodegradable. The netting is suppUed hi roUed strips, which must be secured with U- shaped staples or stakes m accordance with manufacturers' recommendations. - Plastic mesh is an open weave geotextile that is composed of an extruded synthetic fiber woven into a mesh "with an opening size of less than VAID.. It is used with re- "~ vegetation or may be used to secure loose fiber such as straw to the ground. The material is suppUed in roUed strips, which must be secured to tiie soU with IJ-shaped staples or stakes in accordance witii manufacturers' recommendations, - Synthetic fiber with netting is a mat that is composed of durable synthetic fibers treated to resist chemicals and ultraviolet Ught. The mat is a dense, three dimensional mesh of synthetic (typicaUy polyolefin) fibers stitched between two polypropylene nets. The mats are designed to be re-vegetated and provide a permanent composite system of soU, roots, and geomatrix. The material is fumished in roUed strips, which must be secured with U-shaped staples or stakes in accordance with manufacturers' recommendations. - B onded synthetic fibers consist of a three dimensional geomatrix nylon (or other synthetic) matting. TypicaUy it has more than 90 percent open area, which facUitates root growth. It's tough root remforcing system anchors vegetation and protects agamst hydrauhc Uft and shear forces created by high volume discharges. It can be instaUed over prepared soU, foUowed by seeding mto tiie mat. Once vegetated, it becomes an • ^ • invisU^le composite system ofsoU, roots, and geomatrix. The materialisiQimsbed i& iceSeSbsiiips'ikiil mirsthe secured witii U-sha.pediistap"i^sorstakes-in-accordancewT2j manufacturers' recommendations.' - Combination synthetic and biodegradable RECPs consist of biodegradable fibers such as wood fiber or coconut fiber, witii a heavy polypropylene net stitched to tiie top ' and a high strengtii continuous filament geomatrix or net stitched to the bottom. The material is designed to enhance re-vegetation. The material is ftnmished m roUed strips which must be secured witii U-shaped staples or stakes m accordance witii ' manufacturers' recommendations. •Site Preparation - Proper site preparation is essential to ensure complete contact of the blanket or mattine witii the soil. , ° • Grade and shape the area of instaUation. • Remove all rocks, clods, vegetation or otiier ohstmctions so tiiat tiie histaUed blankets or mats WlU have complete, direct contact witii the soU. • Prepare seedbed by loosening 2 to 3 in. of topsoU. Seeding Seed the area before blanket installation for erosion control and revegetation. Seeding after mat mstallation is often specified for turf reinforcement application.. When seeding prior to blanket January 2003 California Stormwater BMP Handbook 5 of u" Construction www.cabmphandbooks.c'jm EC-7 Geotextiles and Mats instaUation, aU check slots and otiier areas disturbed during instaUation must be re-seeded. Where soU fiUing is specified, seed the matting and tiie entire disturbed area after installation and prior to fiUmg.the mat with soU. FertiUze and seed m accordance with seeding specifications or otiier types of landscaping plans. When usmg jute matting on a seeded area, apply approximately half &e seed before laying the mat and the remainder after laying the mat. The protective mattmg can be laid over areas where grass has been planted and the seedlings have emerged. Where vines or other ground covers are to be planted, lay the protective matting first and then plant through matting according to design of planting. Check Slots Check slots are made of gl.ass fiber strips, excelsior matting strips or tight folded jute matting blanket or strips for use on steep, highly erodible watercourses. The check slots are placed m narrow trenches 6 to 12 in. deep across the channel and left flush with the soU surface. They are to cover the fuU cross section of designed flow. • Laying and Securing Matting • Before liaying the matting, aU check slots should be instaUed and the ftiable seedbed nnade free from clods, rocks, and roots. The surface should be compacted and finished according to the requirements of the manufacturer's recommendations. • Mechanical or'manual lay down equipment shoiild be capable of handling full roUs of fabric and laying tiie fabric smoothly witiiout wrinkles or folds. The equipment should meet tiie fabric manufacturer's recommendations or equivalent standards.. Anchoring • U-shaped whe staples, metal geotextile stake pins, or triangular wooden stakes can be used to anchor mats and blankets to the ground surface. • VTire staples should be made of mmimum 11 gauge steel wire and should be U-shaped witii 8 m. legs and 2 m. crown. • Metal stake pins shouldbe 0.188 m. diameter steel witii a 1.5 in. steel washer at tiie head of die pm, and 8 m. in length. • Wire staples and metal stakes should be driven flush to tiie soU surface. Installation on Slopes SLf "fl'r manufacturer's reconunendations. In general, • Unroll blanket down slope in the dhection of water flow. • Overiap tiie edges of adjacent paraUel roUs 2 to 3 In. and staple every 3 ft. California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 Geotextiles and Mats EC-7 • When blankets must be spUced, place blankets end. over end (shingle styl^e) witii 6 m. overiap. Staple through overiapped area, approxunately 12 in. apart. • Lay blankets loosely and maintain direct contact v/ith the soil. Do not stretch. I Staple blankets sufficiently to anchor blanket and maintain contact with the soil. Staples shouldbe placed down the center and staggered with the staples placed along the edges. Steep slopes, i:r (H;V) to 2:1 (H:V), requke a minimmn of 2 staples/yd*. Moderate slopes, 2:1 (H:V) to 3:1 (H:V), require a minimum of 1V2 staples/yd*. iTistallation in Channels Installation should be in accordance with the manufacturer's recommendations. In general, these wiU be as foUows: • Dig initial anchor trench 12 m. deep and 6 in. wide across the channel at the lower end of the project area, • Excavate intennittent check slots, 6 in. deep and 6 in. wide across the channel at 25 to 30 ft intervals along the channels. • Cut longitudinal channel anchor trenches 4 m. deep and 4 in. wide along each side of the instaUation to bury edges of matting, whenever possible extend matting 2 to 3 in, above the crest of the channel side slopes. • Beginning at the downstream end and in tiie center of the channel, place the mitial end of 1 • the first rnll in the.anchor trench and-secure withfastening deviees- ati2-iru int-ervaTs. Note: matting win initially "be upsfde down in anchor trench. • In the same manner, position adjacent roUs m anchor trench, overlapping the preceding roU a minimum of 3 in, • • Secure tiiese mitial ends of mats witii anchors at 12 in. mtervals, backfiU and compact soU. • UnroU center strip of matting upstream. Stop at next check slot or terminal anchor trench UnroU adjacent mats upstream in shnUar fashion, maintammg asm. overiap. • Fold and secure aU roUs of matting snugly hito aU transverse check slots. Lay mat m tiie bottom of tiie slot tiien fold back agamst itself. Anchor tiirough botii layers of mat at 12 in mtervals, tiien backfiU and compact soU. Continue roUuig aU mat widtiis upstream to tiie ' next check slot or terminal anchor trench. - Altemate metiiod for non-critical instaUations: Place two rows of anchors on 6 in. centers at 25 to 30 ft. intervals in lieu of excavated check slots. • i-ejiters at • Staple shmgled lap sphced ends aminimum of 12 in. apart on 12 m. mtervals. « Place edges of outside mats in previously excavated longitudinal slots; anchor using prescnbed staple pattern, backfiU, and compact soU. > Anchor, fiU, and compact upstream end of mat in a 12 m. by 6 in. terminal trench. January 2003 California Stormwater BMP Handbook 7 of 11 Construction www.cabmphandbooks.com z ) SoilFilling (\f specified for turf reinforement) • Always consult tiie manufacturer's recommendations for installation. • Do not drive tracked or heavy equipment over mat - Avoid any traffic over matting if loose or wet soU conditions exist. • Use shovels, rakes, or brooms for fine gradhig and touch up. • Smootii out soU filUng just exposmg top netting of mat Temporary Soil Stabilization Removal • Temporaiy soU stabUization removed fi-om tiie site of thp wnrV ^ i, J. necessary. ^ °^ ^^st be disposed of if Costs Relatively high compared to otiier BMPs. Biodezradahlp mof. • i * Pennanent materials: $3.00 - $4.50/yd' S^lf^n^^ f ^' ^^'^^ ' ^0-57/yd^ •' instaUed materials are sLwn beW: " ^ ^'''^' Approximate costs for RoUed Erosion Control Products • Biodegradable Installed CogtperAcre^ Non-Biodegradable Wood Fiber Coconut Fiber Coconut Fiber Mesh Straw Coconut Fiber Plastic Netting $8,900 $8,900 $13.000 $31,200 $10,900 $2,000 $3.200 $34.800 $50,000 $32,000 • 1 ^uuwumcn ciodeeradable i^nspecrton ondJlfaintenance 8 Of 11 California Stormwater BMP Handboor Construction www.cabmphandboolcs.com January 2003 1 Geotextiles and Mats EC-7 . Areas where erosion is evident shall be repaired and BMPs reappHed as soon as possible Care should be exerased to minimize the damage to protected areas while maldng repairs as any area damaged will require reapplication of BMPs. ""^"6 repairs, as • 17^Z '"^"^ ""''^"^ -"^P^S damage to the slope • Make sure matting is uniformly m contact with the sofl. • Check that all the lap joints are secure. a Check that staples are flush with the ground. • Check that disturbed areas are seeded. References Guides for Erosion and Sedunent Controls m CaUfomin TTcjn A c««i January 1991. ^ ^auionna, USDA Soils Conservation Service, National Management Measures to Control Nonpoint <?nnr^o p^n ^ ^ United States Environmental Protection^en?^,Co2! Urban Areas, Stormwater QuaUty Handbooks Construction Site RPQt Uo^n.rr^ Stateof California Department ofWpSSS;^^^^^ GnidaiiEe:Document: Soa,Stabdliza(3oaforTi.ron„..,_,oi Traiispma*im(Caitra:«),TWiber 1^9 ^eaporajy Slopes, State of Califenaa Bq«rtmttof Water Quahty Management Plan for The I^lfPTn},. _ Management Practices, Tahoel^gionalpSLTSK^^^ "0 Jartuary 2003 Canromia Stdrmwater BMP Handbo^ Construction www.cabmphandbooks.com 9 of 11 EC-7 Geotextiles and Mats 6" X 6" oncf>or trencli Mots/blankets should be instdled vertically dowrslope. ISOME'RIC V|-W P£ICAL.SL5PE , Sa.-ST^iJZAT10N 3^- „-Non woven 9eo'extile filter «Of • under •yp''-:ol treatment NOTES.- ^^0_Si^F^£jUNIN^ lOof.U California Stormwater BMP HandbooT • Construction www.cabmphandbooks.com January 2003 n. Geotextiies and Mats EC-7 INITIAL CHA^ NEL ANCHOR TRENCH NTS ~ Stoke c" 3' to 5' inter -ols TERMINAL SI OPP CHANNEL ••ANCHOR TRFKQ-l NTS , mm Check slo; o1 25'-30' ntervois ISCMriPir NTS I- p?,/' /\;:.tvcrp'r /; 7-"'-.... spec- ens TYPiCA. INST. .LATION DETAI. January 2003 Caii/omid Stomivyater BMP Handboo" . Construction www.cabmphandbooks.com 11 of 11 c Description and Purpbse An emh dike is a temporaiy berm or ridge of compacted soil . used to divert runoff or channel water tol desiredCn A dmnage swale is a shaped and sloped depression in the soil surface used to convey nmoff to a desired location. ^ and dramage swales are used to divert offsiteiunnffTf^ Wed areas, and direct nmoff Into sedimen"bti^r traps. Suitable Applications dikes and drainage swales are suitable for use mivadually or together, where nmoffneeds to b^^l-r* A. one area and conveyed to another. ^^^'^^^ • Earth dikes and drainage swales may beused: - To convey surface nmoffdown sloping land ^ • . s?op'ed:S'''""'™"°^'--'<'^''-taowover ' wat^^^^fnmoff towards a stabilized watercourse, drainage pipe or channel • To intercept nmofffrom paved surfaces • • .^^'°^=t«eP grades where runoffbegins to concentrate - ^-^^f-ysandfacilityunprovementssubM Objectives EC .SE TC WE NS WM Erosion Controi Sediment Control Tracldng Control Wind Erosion Control Non-Stomiwater Management Control Waste Management and Materials Poiiution Conirol Legend: Z Primary Objective ^ Secondary Objective Targeted Constituents Sedlm^nt [ [ Nutrients Trash Metals Baderia Oif arrd Grease Organics Potential Alternatives None January 2003 '\ A Stormwater Quality AuocUVon Stormwater BMP Handbook" Construction www.cabmphandbooks.com 1 of 7 rz I EC-9 Earth niifpg and Drainage Swaies At the top of slopes to divert rmion from adjacent or imdisturbed slopes . At bottotn M nud slope locations to intercept sheet flow and convey concentrated flows . Divertse(Mmentladenrunoff.intosediinentbasinsortraps Umitations drainaee areas neater than lO acres or along slopes greater Uian lo Ses sbiSdbe^uiltincompUance with local mmndpalrequ.^^^ . Earth dikes may create more disturbed area on site and become barriers to constmction equipment. • Eartii dikes must be Stabilized iniinediatdy,wMch adds cost and mamtenance cone . Diverted stonnwater may cause downstream flood damage. . Dikes should not be constructed of soils tiiat may be easily eroded. •' Regradmg tiie site to remove tiie dike may add additional cost • Temporary drains and swales or any otiier diversion of runoff should not adversely unpact upstream or downstream properties. « Temporary .drains and swales must confonn to local floodplain managemeatrfiqmpemfiits'. • Earth dikes/drainage swales are not suitable as sediment trapphig devices. I It may be necessary to use other soil stabihzation and sediment controls such as check dams, plastics, and blankets, to prevent scour and erosion in newly graded dikes, swales, and ditches. Implementation The temporary earth dike is a berm or ridge of compacted soil, located in such a manner as to divert stonnwater to a sediment trapping device or a stabihzed outiet, thereby redudng the potential for erosion and offeite sedimentation. Earth dikes can. also be used to divert nmoff from off site and from undisturbed areas away from disturbed areas'and to divert sheet flows away from unprotected slopes. An earth dike does not itself control erosion or remove sediment from runoff. A dike prevents erosion by directing nmoff to an erosion control device such as a sediment trap or directing runoff away from an erodible area. Temporary diversion dikes'should not adversely impact adjacent properties and must conform to local floodplain management regulations, and should not be used in areas with slopes steeper than 10%. Slopes that are formed dining cut and fill operations should be protected from'erosion by runoff. A combmation of a temporary drainage swale and an earth dike at the top of a slope can divert runoff to a location where it can be brought to the bottom of the slope (see EC-ii, Slope Drains). A combination dike .and swale is easily constmcted by a single pass of a bulldozer or grader and 2 of 7 California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 I I I I I I I I I o Earth Dikes and Drainage Swaies EC-9 compacted by a second pass of the tracks or wheels over the ridge. Diversion structures should be installed when the.site is initially graded and remain in place until post construction BMPs are installed and the slopes'are stabilized. Diversion practices concentrate surface runoff, inaeasing its velocity and erosive force. Thus, the flow out ofthe drain or swale must be directed onto a stabilized area or into a grade stabilization structure. If significant erosion wiU occur, a swale should be stabilized using vegetation, chemical treatment, rock rip-rap, matting, or other physical means of stabilization. Any drain or swale that conveys sediment laden runoff must be diverted into a sediment basin or trap before it is discharged from the site. General • Care must be applied to correctly size and locate earth dikes, drainage swales. Excessively steep, unlined dikes, and swales are subject to erosion and gully formation. • Conveyances should be stabilized. • Use a lined ditch for high flow velodties. • Select flow velocity based on careful evaluation ofthe risks due to erosion ofthe measure, soU types, overtopping, flow backups, washout, and drainage flow pattems for each project site. » Compact any fills to prevent unequal settiement. * Do notiivertxunoff- onto nthpr ptopertyirithout securing written authorization -from the •property owner. • When possible, install and utilize pennanent dikes, swales, and ditches early in the construction process. • Provide stabilized outlets. Earth Dikes Temporaiy earth dikes are a practical, inexpensive BMP used to divert stonnwater nlnoff. Temporaiy diversion dikes should be installed in the following manner: • • All dikes should be compacted by earth moving equipment. All dikes should have positive drainage to aa outlet Al) dikes should have 2:1 or flatter side slopes, 18 in. minimum height, and a minimvun top width of 24 in. Wide top width's and flat slopes are usually needed at crossings for construction traffic. • • • The outiet from the earth dike must function witii a mmimum of erosion. Runoff should be conveyed to a sediment trapping device such as a Sediment Trap (SE-3) or Sedunent Basm (SE-2) when either the dike channel or the drainage area above the dike are not adequately stabilized. January 2003 California Stormwater BMP'Handbook 3 of 7 Construction www.cabmphandb00k5.com EC-9 Earth Dikes and Dramage Swales I • V Temporary stabilization maybe achieved using seed and mulching for slopes less than 5% •and either rip-rap or sod for slopes in excess of 5%. In either case, stabflization of the earth dike should be completed immediately after construction or prior to the first rain. If riprap is used to stabilize the channel formed along the toe of the dike, the followmg typical specifications apply: Channel Grade Riprap Stabilization 0.5-1.0% 4.in. Rock 1.1-2.0% 6 in. Rock a.i-4.0% 8 in. Rock 4.1-5.0% 8 in.-12 in. Riprap, • The stone riprap, recycled concrete, etc. used for stabilization should be pressed into the soil •with construction equipment • Filter cloth may be used to cover dikes in use for long periods. • Construction activity on the earth dike should be kept to a minimum. Drainage Swales Dramage swales are only effective if tiiey are properly mstalled. Swales are more effective tiian dikes because they tend to be.more stable. The combmation.of a swale with a dike on the downhill sideis-. the- most cost- effective-dr^emon. Standard engineering design criteria for small-open channel and closed conveyance systems should be used (see the local dramage design manual). Unless local drainage design criteria state otherwise, drainage swales should be designed as follows: * No more than 5 acres may drain to a temporaiy drainage swale. • Place drainage swales above or below, not on, a cut or fill slope. • Swale bottom width should be at least 2 ft • Depth of the swale should be at least 18 in. • Side slopes should be 2:1 or flatter. • Drainage or swales should be laid at a grade of at least i percent, but not more tiian 15 percent. • - "Hie swale must not be overtopped by tiie peak discharge from a 10-year storm, irrespective of tiie design cntena stated above. • Remove all trees, stumps, obstructions, and otiier objectionable material from tiie swale when it is built. • Compact any fill material along the patii of tiie swale. 4 of 7 California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 Earth Dilces and Drainage Swaies EC-9 • Stabihze all swales immediately. Seed and mulch swales at a slope of less than 5 percent, and use rip-rap or sod for swales with a slope between 5 and 15 percent For temporary swales, geotextiles and mats (EC-7) niay provide unmediate stabihzation. • Irrigation may be requked to establish sufficient vegetation to prevent erosion. I Do not operate construction vehicles across a swale unless a stabilized crossing is provided. • Permanent drainage facihties must be designed by a professional engineer (see the local- • drainage design criteria for proper design). • At a minimum, the drainage swale should conform to predevelopment drainage pattems and capacities. • Construct the drainage swale with a positive grade to a stabilized outiet. • Provide erosion protection or energy dissipation measures if the fiow out of the drainage • swale can reach an erosive velocity. Costs • Cost ranges from $15 to $65 per ft for both earthwork and stabihzation and depends on availability of materiial, site location, and access. • Small dikes: $2.50 - $6.50/hnear ft; Large dikes: $2.5o/yd3. » The cost of a drainage svyale increases witb drainagg areaaCTdsIope. Typical-swales-fbr controlling intemal erosion are inexpensive, as they are quickly formed during routine earthwork.. Inspection and Maintenance • Inspect BMPs prior to forecast "rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week inteivals during the non-rainy seaison. • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. • Inspect ditches and berms for washouts. Replace lost riprap, damaged linings or soil stabiHzers as needed. • Inspect channel hnkigs, embankments, and beds of ditches and berms for erosion and accumulation of debris and sediment. Remove debris and sediment and repair hnings and embankments as needed." " • Temporary conveyances should be completely removed as soon as the surrounding drainage area has been stabihzed or at the completion of construction References Erosion and Sedunent Control Handbook, S.J. Goldman, K Jackson, T.A. Bursetynsky,- P.E., McGraw Hill Book Company, 1986. January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 5 of 7 EC-9 National Association of Home BuildeisfNAHBI Stnrmwator p„„.,«. PoDution Control Guide for Builders anEooeT,^^! f A Nonpoint Source Washington, D.C, 1995 developers, National Assoaation of Home Builders, National Management Measures to Control NoDDoint-qnnT-on-D^n ^ ^ United States Envh-onmental Protection^^c?,^2Tol^°''''' PoUution from Urban Areas, Soutiieastem Wisconsm Regional Plannmg Commission rsWRPP^ r^.*. .PTT u . Source Water PoUution Control Measures. TCS R^^^^^ Costs of Urban Nonpomt Regional Planning Commission, Waukesta,\^97^^ Soutiieastem Wisconsin Stormwater Quahty Handbooks Construction<?itA Roe+ T^/ro«« StateofCaHfoiniaLpartmentofTrpScSr^^^^^ ?^X^^^3^:^1nro^^^^^^ —. ^ubHca^-on California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 r Earth Diices and Drainage Swales Compacted fill -.tobilizing cover, when needed. Noturol Q'-Qund I'r.e Flow 2:1- (H:V) slope or flatter . •YFICAL DRAIM Anr Q^^I F NOT TO SCA.£ - c NOTES: . 1. Stobilize nlet, outlets and slopes. 2. Properly compact the subgrade. Compacted fill Stab'lizing cover, when needed Strip-v Flow \ IMCAL_EAR"H DIKE NOT TO SC .LE January 2003 California Stonmwater BMP Handb.ook Construction www.cabmphandbooks.com 7 of 7 Silt Fence Description and Purpose A silt fence is made of a filter fabric that has been entrenched, attached to supporting poles, and sometimes backed by a plastic or wire mesh for support. The silt fence detains sediment-laden water, promoting sedimentation behind the fence. • SuFtable AppBcatFans Silt fences are suitable for perimeter control, placed below areas where sheet flows discharge from the site. They should also be used as interior controls below disturbed areas where runoff may occur in the form of sheet and riU erosion. Silt fences are generaUy meffective in locations where the flow is concentrated and are only apphcable for sheet or overland flows. Silt fences are most effective when used in conabination with erosion controls. Suitable applications include: • Along the perimeter of a project • Below the toe or down slope of exposed and erodible slopes. • Along streams and channels. • Around temporary spoil areas and stockpiles. • Below other small cleared areas. Limitations • Do not use in streams, channels, drain inlets, or anywhere flow is concentrated. SE-1 Objectives EC Erosion Control SE Sediment Control TC Traclcing Control WE Wind Erosion Control Non-Stormwater NS Management Control Waste Management and Materials Ponution Controi Legend: Z Primary Objective / Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Qilfand Gceasa Organics Potential Alternatives SE-5 Fiber Rolls SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-9 Straw Bale Barrier ..A: S QA Calffornla Stormwater C;.'',ii1i\ OuaJhy '^\fi^t AwodaUon January 2003 California Stormwater BMP Handbook Construction' www.cabmphandbooks.com 1 of 8 SE-1 Silt Fence • Do not use in locations where ponded water may cause flooding. • Do not place fence on a.slope,.or across any contour line. If not instaUed at the same elevation throughout, silt fences will create erosion. • Filter fences will create a temporary sedimentation pond on the upstream side of the fence and may cause temporary flooding. Fences not constructed on a level contour wiU be overtopped by concentrated flow resulting in faUure of the filter fence. • Improperly-installed fences are subject to failure from undercutting, overlapping, or coUapsing. - Not effective unless trenched and keyed in, - Not rntended for use as mid-slope protection on slopes greater than 4:1 (H:V). - Do not aUow water depth to exceed 1.5 ft at any point. Implementation General A silt fence is a temporary sediment barrier consisting of filter fabric stretched across and attached to supporting posts, entrenched, and, depending upon the strength of fabric used, supported with plastic or wire mesh fence. SUt fences trap sediment by intercepting and detaining smaU amounts of sediment-laden runoff from disturbed areas in order to promote sedimentation behind the fence. SUt fences are preferaibte to straw bale barriers in many cases. Laboratory work at the Virginia Highway and Transportation Research CouncU has shown that sUt fences can trap a much hi^er percentage of suspended sediments than can straw bales, WhUe the faUure rate of sUt fences is lower than that of straw bale barriers, there are many instances where sUt fences have been improperly instaUed. The foUowing layout and instaUation guidance can improve performance and should be foUowed: • Use principaUy in areas where sheet flow occurs. • Don't use in.streams, channels, or anywhere flow is concentrated. Don't use silt fences to divert flow. • Don't use below slopes subject to creep, slumping, or landslides. • Select filter fabric that retains 85% of soil by weight, based on sieve analysis, but that is not finer than an equivalent opening size of 70. • Install along a level contour, so water does not pond more tiian 1.5 ft at any pomt along tiie sOt fence. • The maximum length of slope draming to any point along the sUt fence should be 200 ft or less. • The maximum slope perpendicular to the fence lme should be 1:1. 2 of 8 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Silt Fence SE-1 }. ^ B Provide sufficient room for runoff to pond behind the fence and to aUow sediment removal equipment to pass between the sUt fence and toes of slopes or other obstructions. About 1200 ft'* of ponding area should be provided for every acre draining to the fence. • Turn the ends of the filter fence uphill to prevent stormwater from flowmg around the fence. • Leave an undisturbed or stabilized area immediately down slope from the fence where feasible. • SUt fences should remain in place until the disturbed area is permanentiy stabihzed. Design and Layout Selection of a fflter fabric is based on soil conditions at the construction site (which affect the equivalent opening size (EOS) fabric specification) and characteristics of the support fence (which affect the choice of tensUe strength). The designer should specify a filter fabric that retains the soU found on the construction site yet that it has openings large enough to permit . drainage and prevent clogging. The followmg criteria is reconunended for selection of the equivalent opening size: 1. If 50 percent or less ofthe soU, by weight, wiU pass the U.S. Standard Sieve No. 200, select the EOS to retam 85 % of the soU. The EOS should not be finer than EOS 70. c 2. For aU other soU types, the EOS should be no larger than the openings in the U.S.' Standard Sieve No. 70 except where direct discharge tea stream, lake, or wetiand wUl occur, then the EOS should be no larger than" Standard Sieve-No. 100. To reduce the chance of dogging, it is preferable to specify a fabric with openings as large as aUowed by the criteria. No fabric should be specified with an EOS smaUer than U.S. Standard Sieve No. 100. If 85% or more of a soil, by weight, passes through the openings in- a No. 200 sieve, filter fabric should not be used. Most ofthe particles in such a sofl would not be retained if the EOS was too large and they would clog the fabric quickly if the EOS were smaU enough to capture the soU. The fence should be supported by a plastic or wire mesh if the fabric "selected does not have sufficient strength and bursting strength characteristics for the planned apphcation (as reconunended by the fabric manufacturer). Filter fabric material should contain ultraviolet inhibitors and stabilizers to provide a minimum of sbc months of expected usable construction , life at a temperature range of o °F to 120 °F. • Layout in accordance with attached figures. • For slopes steeper than 2:1 (H:V) and that contain a high number of rocks or large dirt clods that tend to dislodge, it may be necessary to mstall additional protection unmediately adjacent to the bottom of the slope, prior to instaUing sUt fence. Additional protection may be a chain hnk fence or a cable fence. I For slopes adjacent to sensitive receiving waters or Environmentally Sensitive Areas (ESAs), silt fence should be used in conjunction with erosion control BMPs. January 2003 California Stormwater BMP.Handbook 3 of 8 Construction www.cabmphandbooks.com SE-1 Silt Fence Material • Silt fence fabric should be woven polypropylene witii a muumum width of 36 in. and a mmimum tensUe strength of 100 lb force. The fabric should conform to the requirements m ASTM designation D4632 and should have an integral remforeement layer. The remforeement layer should be a polypropylene, or equivalent, net provided by the manufacturer. Ilie permittivity of the fabric should be between 6.1 sec-^ and 0.15 sec-^ in conformance with the requirements in ASTM designation D4491. • Wood stakes should be commercial quaUty lumber of the size and shape shown on the plans. Each stake should be free from decay, sphts or cracks longer than the tiiickness of the stake or other defects that would weaken tiie stakes and cause the stakes to be structuraUy unsuitable. • Staples used to fasten the fence fabric to the stakes should be not less than 1.75 m. long and should be fabricated from 15 gauge or heavier wire. The wire used to fasten the tops of the stakes together when joining two sections offence should be 9 gauge or heavier wire. Galvanizing of the fastening wire wiU not be required. . • There are new products that may use prefabricated plastic holders for the sUt fence and use bar remforeement instead of wood stakes, ff bar reinforcement is used in lieu of wood stakes, use number four or greater bar. Provide end protection for any exposed bar remforeement JnstaZZation Guidelines : Silt fences are.tot be.<ionstnT,ctpfi- on aLleyeLcontour, Sufficientarea-shouid. exist behindlhe fence V forponding to' occur-witiiout fibodmg-or-overtopping the fence. • A trench shoiUd be excavated approximately 6 in.-wide and 6 in. deep along the line the proposed silt fence. • Bottom of the sUt fence should be keyed-in a minimum of 12 in. • Posts should be spaced a maximum of 6 ft apart and driven securely into the ground a minimum of 18 in. or 12 in. below the bottom of the trench. • When standard strength filter fabric is used, a plastic or wire mesh support fence should be fastened securely to the upslope side of posts using heavy-duty wire staples at least 1 in. long. The mesh should extend into the trench. V/hen extra-strength fflter fabric and closer post spacing are used, the mesh support fence may be eUminated, Filter fabric should be purchased in a long roll, then cut to the length of the barrier. When joints are necessary, filter cloth should .be spliced together only at a support post, with a minimum 6 m. overiap and both ends securely fastened to the post. • The trench should be backfiUed with compacted native material. • Construct silt fences with a setback of at least 3 ft'from the toe of aslope. Where a sUt fence is detennined to be not practicable due to specific site conditions, the silt fence may be constructed at the toe of the slope, but shoiUd be constructed as far from the toe of the slope as practicable. Silt fences close to-the toe of the slope wUl be less effective and difficult to maintain. 4 of 8 California Stormwater BMP Handbook January 2003 Construction www.cabmphandb00k5.com Silt Fence SE-1 • Construct the length of each reach so that the change in base.elevation along the reach does not exceed 1/3 the height of the barrier; in no case should the reach exceed 500 ft. Costs • Average annual cost for installation and mamtenance (assumes 6 month useful life): $7 per Hneal foot ($850 per drainage acre). Range of cost is $3.50 - $9.io per lined foot Inspection and Maintenance • Inspect BMPs prior .to forecast rain, daUy during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non-rainy season. • Repair undercut silt fences. • Repair or replace spUt, tom, slumping, or weathered fabric. The Iffespan of silt fence fabric is generaUy 5 to 8 months. . • SUt fences that are damaged and become unsuitable for the intended purpose should be removed from the site of work, disposed of, and replaced with new sUt fence barriers. • Sediment that accumulates in the BMP must be periodicaUy removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. Sediment removed during maintenance may be incorporated into earthwork on the site or disposed at an appropriateiocation. • SUt fences should be left in place until the upstream areaift-permanentiy stabilized. Until then, tiie-sUtfence must be inspected and maintained.. • Holes, depressions, or other ground disturbance caused by the removal of the sUt fences should be backfilled and repaired. References Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Govemments, May 1995. National Management Measures to Control Nonpoint Source Pollution from Urban-Areas, United States Environmental Protection Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters, Work Group-Working Paper, USEPA, April 1992. Sedimentation and Erosion Control Practices, and Inventory of Current Practices (Draft), UESPA, 1990. Southeastem Wisconsin Regional Planning Conunission (SWRPC). Costs of Urban Nonpomt Source Water Pollution Control Measures. Technical Report No. 31. Southeastem Wisconsin Regional Planning Commission, Waukesha, WI. 1991 Stormwater Quahty Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of Califoraia Department ofTransportation (Caltrans), November 2000. January 2003 California Stormwater BMP Handbook 5 of 8 Construction www.cabmphandbooks.com SE-1 Silt Fence Stormwater Management Manual fpr The Puget Sound Basm, Washmgton State Department of Ecology, Pubhc Review Draft, 1991. ^ U.S. Environmental Protection Agency (USEPA). Stonnwater Management for Industrial Activities: Developing Pollution Prevention Plans and Best Management Practices U S Environmental Protection Agency, Office ofWater, Washmgton, DC, 1992. ' ' ' Water Quahty Management Plan for tiie Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planmng Agency, November 1988. California Stormwater BMP Handbook Construction www.cabmphandbook5.com January 2003 r, Silt Fence SE-1 .5 io ••51^ £ "-c ^ E S ^ •5.»*> — ^ . »cois 6 •D C l! •00 ^ ^ I! .15 > I .2 £ .2. I 5-^ O 3 It 0 g I g *» Jf > o = ^ rf X z z o I o z o p o Ld in 2^ I . 'I I •Is z y fi • " on >5 n w M 'a. I? I 3 J .1 •E 0 E 1.5 6 .^5 2 o J! •o — - o — 6| ^ I » c ? California Stormwater BMP Handbook Construction www.cabmphandbooks.com 7 of 8 SE-1 Silt Fence o u o "s .i - n < • H IO C I/) sl o o r z California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 Sandbag Barrier SE-8 Description and Purpose A sandbag barrier is a series of sand-fiUed bags placed on a level contour to intercept sheet flows. Sandbag barriers pond sheet flow runoff, aUowing sediment to settie out. Suitable Applications Sandbag barriers may be suitable: ••- As a linear-sediment control measure: - Belowthetoeof slopes and erodible slopes - As sediment traps at culvert/pipe outiets - Below other smaU cleared areas - Along the perimeter of a site - Down slope of exposed soU areas - Around temporary stockpiles and spoil areas - ParaUel to a roadway to keep sediment off paved areas - Along-streams and channels I As Unear erosion control measure: • Along the face and at grade breaks of exposed and erodible slopes to shorten slope length and spread mnoff as sheet flow January 2003 California Stonnwater BMP Handbook Construction www.cabmphandbooks.com Objectives EC Erosion Control SE Sediment Control TC Tracldng Control WE 'Wind Erosion Control Non-Slormwater Management Control / NS ^ Waste Management and Materiais Pollution Control Legend: z Primary Objective • Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Dll:"and-Grease Organics Potential Alternatives SE-1 Silt Fence SE-5 Rber Rolls SE-6 Gravel Bag Berni SE-9 Straw Bale Barrier SQA , California Stormwater Quality Auoclatlon 1-of 6 r SE-8 Sandbag Barrier - At. the top of slopes to divert runoff away from disturbed slopes - As check dams across mfldly sloped construction roads Limitations * It is necessary to limit the drainage area upstream- of the barrier to 5 acres. • Degraded sandbags may rupture when removed, spilling sand. • InstaUation can be labor intensive. • Barriers may have hmited durabUity for long-term projects. • When nsed to detain concentrated flows, maintenance requirements increase. • Burlap should not be used for sandbags. Implementation General A sandbag barrier consists of a row of sand-fiUed bags placed on a level contour. When appropriately placed, a sandbag barrier mtercepts and slows sheet flow nmoff, causing temporary ponding. The temporary ponding provides quiescent conditions aUowing sediment to settie. WhUe the sand-filled bags' are porous, the fine sand tends to quickly plug with sediment, limiting the rate of flow through the barrier. If a porous barrier is desired, consider SE-1, Silt Fence, SE-5, Fiber RoUs, SE-6, Gravel Bag Berms, or SE-9, Straw Bale Bajniers„ Sasdbag^Triers-also intemipt the.stope length- and thereby reduce •er<)sion'.by'reducing the tendency of sheet flows to concentrate into rivulets which erode rills, and ultimately gullies, into disturbed, sloped soUs. Sandbag barriers are simUar to ground bag berms, but less porous. Design and Lay out » Locate sandbag barriers on a level contour. - Slopes between 20:1 and 2:1 -(HtV): Sandbags should be placed at a maximum interval of 50 ft (a closer spacing is more effective), witii the first row near the slope toe. - Slopes 2:1 (H:V) or steeper: Sandbags should be placed at a maximum interval of 25 ft (a closer spacing is more effective), with the first row placed near the slope toe. • Tum tiie ends of the sandbag barrier up slope to prevent runoff from going around the barrier. • AUow sufficient space up slope from the barrier to allow ponding, and to provide room for sediment storage. • For installation near tiie toe of tiie slope, consider movmg tiie barrier away ft-om tiie slope toe to facilitate cleaning. To prevent flow behmd die barrier, sandbags can be placed perpendicular to the barrier to serve as cross barriers. • Drainage area should not exceed 5 acres. ,^ 2 of 6 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Sandbag Barrier SE-8 ; • Stack sandbags at least three bags high. • Butt ends of bags tightiy. • Overlapp butt joints of row beneatii witii each successive row. I Use a pyramid approach when stacking bags. • In non-traffic areas - Height = 18 in. maximum - Top width = 24 in. minimum for three or more layer construction - Side slope = 2:1 or flatter • In construction traffic areas . - Height = 12 in. maximum - Top width = 24 in. minimum for three or more layer construction. - Side slopes = 2:1 or flatter. Materials M Sandbag Material: .Sandbag should be woven polypropylene, polyethylene or polyamide •fabric;. nm2mT2iH-mHt.weig:htof 4.ounce3/yd^ Muflen^ exceeding 300 Ib/in^-fn conformance with the requirements in ASTM designation D3786, and lUtraviolet stabihty exceeding 70% in conformance with the requirements in ASTM designation D.4355. Use of burlap may not acceptable in some jurisdictions, » Sandbag Size: Each sand-fiUed bag should have a length of 18 in., width of 12 in., thickness of 3 in., and mass of approxunately 33 lbs. Bag dimensions are nominal, and may vary based on locaUy avaUable materials. • Fill Material: All sandbag fiU material should be non-cohesive, Class 1 or Class 2 permeable material free from clay and deleterious material. Costs Sandbag barriers are more costiy, but typicaUy have a longer useful hfe than other barriers. Empty sandbags cost $0.25 - $0.75' Average cost of fill material is $8 per yds. Pre-fiUed sandbags are more expensive at $1.50 - $2.00 per bag.. Inspection and Maintenance • Inspect BMPs prior to forecast ram, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during titie non-rainy season. • Sandbags exposed to sunhght wiU need to be replaced every two to three montiis due to degradation of the bags. • Reshape or replace-sandbags as needed. Ci January 2003 California Stormwater BMP Handbook 3 of 6 Construction • www.cabmphandbooks.com r SE-8 Sandbag Barrier • Repair washouts or other damage as needed. • Sediment that accumulates in the BMP must be periodicaUy removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. Sediment removed during mamtenance may be incorporated into earthwork on the site or disposed at an appropriate location. • Remove sandbags when no longer needed. Remove sediment accumulation, and clean, re- • grade, and stabihze the area. References Stormwater Quahty Handbooks - Constmction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. °^ ^ California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com r Sandbag Barrier a: UJ < < O 2 < 0 = u Ill IU 2^ £ V o nil 5 : — o 'I i 2 I •s ^ y, 6 I I If f I" I " ) — JO January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com " 5 of 6 SE-8 ZH Zi s California Stormwater BMP Hand-book Construction www.cabmphandbooks.com Janu'ary 2003 storm Drain Inlet Protection SE-10 Description ahd Purpose Storm drain iiUet protection consists of a sediment filter or an impounding area around or upstream of a storm drain, drop inlet, or curb .inlet. Storm drain inlet protection measures temporarUy pond mnoff before it enters the.stonn drain, aUowing sediment to settie. Some filter configurations also remove^ediment by filtering^'irutJisu^ythe-pcmding-action results in the greatest sediment reduction. Suitable Appiications Every storm drain inlet receiving sediment-laden runoff should be protected. Limitations • Dramage area should not exceed i acre, • Straw bales, whUe potentiaUy effective, have not produced in practice satisfactory results, primarily due to improper instaUation. • Requires an adequate area for water to pond without encroaching into portions of the roadway subject to traffic. • Inlet protection usuaUy requires other methods of • temporary protection to prevent sediment-laden Stormwater and non-stormwater discharges from entering the storm drain system. • Sediment removal may be difficult in high flow conditions or ff runoff is heavily sediment laden. If high flow conditions are Objectives EC SE TC WE' NS WM Erosion Control Sediment Controi Tracking Control Wind Erosion Control Non-Stomwater Management Control Waste Managemeni and Materials Pollution Control Legend: Z Primary Objective / Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria 0ll.and-.Gc6ase Organics Potential Alternatives SE-1 Silt Fence SE-5 Rber Rolls SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-9 Straw Bale Barrier A' i,'^ SQA ^ . California -^"^ AxsocJatlon January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 1 of 9 SE-10 Storm Drain Iniet Protection expected, use pther onsite sediment trapping techniques in conjunction with inlet protection. • Frequent maintenance is required, • For drainage areas larger than i acre, runoff should be routed to a sediment^trapping device designed for larger flows. See BMPs SE-2, Sediment Basin, and SE-3, Sedhnent Traps. • Excavated drop inlet sediment traps are appropriate where relatively heavy flows are expected, and overflow capabihty is needed. Implementation General Large amounts of sedunent may enter the storm drain system when storm drains are instaUed before the upslope drainage area is stabihzed, or where construction is adjacent to an existing storm drain. In cases of extreme sediment loading, the storm drain itself may clog and lose a major.portion of its capacity. To avoid these problems, it is necessary to prevent sediment from entering the system at the inlets. Inlet control measures presented in this handbook should not be used for inlets draining more than one acre. Runoff from larger disturbed areas should be first routed through SE-2, Sedunent Basm or SE-3, Sediment trap. Different types of inlet protection are appropriate for different apphcations depending on site conditions and the type of inlet. Inlet protection methods not presented in this handbook should be approved by the local stormwater management.agency. ' - Design and Layout Identify existing and planned storm drain mlets tiiat have the potential to receive sediment- laden surface runoff. Determine ff storm drain mlet protection is needed and which method to use. • Limit upstream drainage area to 1 acre maximum. For larger drainage areas, use SE-2, Sedunent Basm, or SE-3, Sediment Trap, upstream of the inlet protection device. • The key to successful and safe use of storm dram inlet protection devices is to know where runoff wiU pond or be diverted. - Determine the acceptable location and extent of.ponding in the vicinity of the drain inlet The acceptable location and extent of pondmg wUl influence the type and design ofthe storm drain inlet protection device, - Determine the extent of potential runoff diversion caused by the storm drain inlet protection device. Runoff ponded by inlet protection devices may flow around the device and towards the next downstream inlet In some cases, tiiis is acceptable; in otiier cases, serious erosion or downstream property damage can be caused by tiiese diversions. The possibihty of mnoff diversions wUl influence whetiier or not storm dram inlet protection is suitable; and, if suitable, the type and design ofthe device. • The location and extent of ponding, and the extent of diversion, can usually be controUed through appropriate placement of the inlet protection device. In some cases, moving the 2 of 9 California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 storm Drain Inlet Protection SE-10 inlet protection device a short distance upstream of the actual inlet can provide more efficient sediment control, hniit ponding to desired areas, and prevent or control diversions. • Four types of inlet protection are presented below. However, it is recognized that other effective methods and proprietary devices exist and may be selected. - Filter Fabric Fence: Appropriate for drainage basins with less than a 5% slope, sheet flows, and flows under 0.5 cfs, - Excavated Drop Inlet Sediment Trap; An excavated area around the inlet to trap sedhnent (SE-3). . - Gravel bag barrier: Used to create a smaU sediment trap upstream of inlets on sloped, payed streets. Appropriate for sheet flow or when concentrated flow may exceed 0.5 cfs, and where overtopping is required to prevent flooding. - Block and Gravel FUter: Appropriate for flows greater than 0.5 cfs. • Select the appropriate type of inlet protection and design as referred to or as described in this fact sheet • Provide area around the inlet for water to pond without flooding stmctures and property. • Grates and spaces around aU inlets should be sealed to prevent seepage of sedunent-laden water. IT Excavatesedfmentsumps fwhere needed)-: to 2 ftwitiian side-slopesaround-theiiUet Installation • DI Protection Type l - Filter Fabric Fence - The filter fabric fence (Type 1) protection is shown in the attached figure. Smular to constmcting a sflt fence; see BMP SE-i, SUt Fence. Do not place filter fabric undemeatii the mlet grate since the coUected sediment may faU into the drain inlet when the fabric is removed or replaced. 1. Excavate a trench approxunately 6 in. wide and 6 in. deep along tiie Ikie of tiie-silt fence inlet protection device. 2. Place 2 in. by 2 in. wooden stakes around the perimeter of the inlet a maximum of 3 ft apart and drive them at least 18 in. mto the ground or 12 in. below tiie bottom ofthe • trench. The stakes must.be at least 48 in. 3. Lay fabric along bottom of trench, up side of trench, and then up stakes. See SE-i, Silt Fence, for details. The maximum silt fence height around the inlet is 24 in. 4. Staple tiie filter fabric (for materials and specifications, see SE-i, Sflt Fence) to wooden stakes. Use heavy-duty wire.staples at least 1 m. in length, 5. BackfiU the trench with gravel or compacted earth aU the way around. t DI Protection Type 2 - Exctivated Drop Inlet Sediment Trap - The excavated drop inlet sediment trap (Type 2) is shown in tiie attached figures. Install filter fabric fence in January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 3 of 9 SE-10 Storm Drain Inlet Protection accordance with DI Protection Typ^ Size excavated trap to provide a minimum storage capacity calculated atthe rate 67 yds/acre of dramage area. • DI Protection Type 3 - Gravel bag - The gravel bag barrier (Type 3) is shown in the figures. Flow from a severe stompi should not overtop tiie curb. In areas of high clay and silts, use filter fabric and gravel as additional filter media. Constmct gravel bags in accordance with SE-6, Gravel Bag Berm. Gravel bags should be used due to their high permeabUity. 1. Use sand bag made of geotextile fabric (not burlap) and fill with 0,75 in, rock or 0,25 in, pea gravel. 2. Constmct on gentiy sloping'street 3. Leave room upstream of barrier for water to pond and sediment to settie. 4. Place several layers of sand bags - overiapping the bags and packing them- tightiy together. 5. Leave gap of one bag oil the top row to serve as a spiUway. Flow from a severe storm (e.g., 10 year storm) should not overtop the curb. • DI Protection Type 4 - Block and Gravel Filter - The block and gravel filter (Type 4) is shown in the figures. Block and gravel filters are suitable for curb inlets commonly used m residential,, commercial, and industrial constmction. 1. Pfec&irardware dotiror comparable whe mesh with 0.5 in. opennigs over the drop "ihlet so that the wire extends a minimum of 1 ft beyond each side ofthe inlet stmcture. If more than one strip is necessary, overlap the strips. Place filter fabric over the wire Uiesh. 2. Place concrete blocks lengthwise on their sides in a single row-around the perimeter of the inlet, so that the open ends face outward, not upward. The ends of adjacent blocks should abut. The height of the barrier can be varied, depending on design needs, by stackmg combinations of blocks that are 4 in., 8 in., and 12 m. wide. The row of blocks should be at least 12 in. but np greater than 24 in. high. 3. Place wire mesh over the outside vertical face (open end) ofthe concrete blocks to prevent stone from being washed through the blocks. Use hardware cloth or comparable wire mesh with 0.5 m. opening. 4. PUe washed stone against the wire mesh to the top of the blocks. Use 0,75 to 3 in. Costs • Average annual cost for installation .and maintenance (one year useftil hfe) is $200 per inlet. Inspection and Maintenance • Inspect BMPs prior to forecast ram, daily during extended ram events, after rain events, weekly during tiie rainy season, and at two-week intervals during the non-rainy season. 4 of 9 California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 storm Drain Inlet Protection SE-10 • Filter Fabric Fences. If the fabric becomes clogged, tom, or degrades, it should be replaced. Make sure the stakes are securely driven in the ground and are in good shape (i.e., not bent, cracked, or splintered, and are reasonably perpendicular to the ground). Replace damaged stakes. • Gravel Filters. If the gravel becomes clogged with sedunent, it must be carefully removed from the inlet and either cleaned or replaced. Since cleaning gravel at a constmction site may be difficult, consider using the sediment-laden stone as fiU material and put fresh stone around the inlet Inspect bags for holes, gashes, and snags, and replace bags as needed. Check gravel bags for proper arrangement and displacement. • Sediment that accumulates in the BMP must be periodicaUy removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. Sediment removed during maintenance may be incorporated into earthwork on the site ore disposed at an appropriate location. • Remove storm drain inlet protection once the drainage area is stabUized, - Clean and regrade area around the inlet and clean the inside of the storm drain inlet as it must be free of sediment and debris at the time of final inspection. References Stonnwater Quahty Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of Cahfomia Department ofTransportation (Caltrans), November 2000. Stoimwater Management Mannaifor.Tbe-Puget SoundSashi,.Washington State Department.of Ecology, PubKc Review Draft, 1991- January 2003 California Stormwater BMP Handbool< 5 of 9 Construction www.cabmphandbooks.com SE-10 Storm Drain Iniet PmtPrHnn Geotextile Glonket SECTION A~A •Silt Fence oer SE-01 X •Drain inlet l/l Sheet flow Less thon 1 cere 6" M n overlap ot ends of silt fence. •Cedtex-j'le Blanket •Silt Fence per SE-01 PLAN D' PfiSXE-QIONTYPF 1 NOTES: 1. Fo Not cpplicoble with concenlrcied /lo>vs. 6 of 9 California Stormwater BMP Handboo* Construction www.cabmphandbooks.com January 2003 Storm Drain Inlet Protection •stabilize oreo ond grade un'formly oround perimetisr Remove sediment before reaching one-thVd . fulJ. •Section A-A Silt fence Per $E-01 12" Min 24" Mcx 'Oncen tro:ed • flow z\ f Rock 'filter(use if flow •5 concentroted) Edge of Pediment trap Oroin inlet Geotextile Blonket ^" Silt -fence Per SE-01 Plan Notes ^: '^<::'Z^r.T^zi^:z^tr' 3. For concentrated '1 h otsh'n'V'r^^ "< "<>"• to^voi-ds direction of flolv. 'o"?th oriented January 2003 California Stormwater BMP Handbook Construrtion www.cabmphandbooks.com 7 of 9 I r I SE-10 Storm Drain Inlet Protection Edge of Pove'^'ent Spillwoy, 1-bog high • TYPICAL PROTECTION FOR INLf T 'QN SJMP Sondbogs 2-bogs high r •Edge of Povement Inle: Flow Spillwcy, 1-bog high TYPICAL PROTFCTION FOR INLFT ON nRADF Sondbogs 2-bags high NOTES: 1. Intended for short-term use. 2. Use lo inhibit non-slorm woler flow. Z. Allow for proper mointenonco and cleanup.. 4. Bogs must be removed ofter odjocent operation Is compieted 5. Not opplicoble in oreos with high silts ond cloys wi;hoj: filter fobric. Dl PROTECTION TYPF "~ FTOI ^'0 SCALE ~ 8 of 9 California Stonmwater BMP Handbook.- Construction www.cabmphandbooks.com Jani/ary 2003 ry: storm Drain Inlet Protection SE-10 Concrete o ock loid' Ijrgthwise on sides perimeter of opening Hardware clotn or wire mesh • r \ Runoff with sediment -2.Qverfto»r l-iltered wa^er Cu^b inlet NOT ro SCALE January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com • 9 of 9 C) StabMized Construction Entrance/Exit TC-1 Description and Purpose A StabUized constmction access is defined by a point of enti-ance/exit to a constmction site tiiat is stabUized to reduce tiie trackmg of mud and dfrt onto pubhc roads by constmction venicles. Suitable Applications Use at constmction sites: • Where dut or mud can be ti-acked onto pubhc roads. • Adjacent to water bodies. • Where poor soUs are encountered, • Where dust is a problem during diy weatiier conditions. Limitations •' ^""^ '•^'^'^'•^ periodic top dressmg witii additional stones, ^ ^ • This BMP should be used m conjunction witii street sweeping on adjacent public right of way. • ^^^^""^^ ^""^ be constmcted on level ground Objectives EC SE TC WE HS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Slonnwater Management Control Waste Wanage^ment and Materials Pollution Control / / Legend: Z Primary Objective / Secondary Objective Targeted Constituents Sediment Nutrients Trash Metais Bacteria Oil and Grease Organics Potential Alternatives None. Stabilized construction entrances.are ratiier expensive to Z^ ' ^ ^ ^• constmct and when a wash rack is mcluded, a sediment trap of - ''' -i^-^ ^ ^ some kind must also be provided to collect ;ash watL nmoff ' California Stormwater BMP Handbopk Construction www.cabmphandbooks.com , i^^' Calilornia Stormwater AMoeiatJon 1 of 6 stabilized Construction Entrance/Exit TC-1 ) ^ Implementation General A stabilized constmction entrance is a pad of aggregate underiaui with fUter cloth located at any point where traffic wiU be entering or leaving a constmction site to or from a pubhc right of way, street, alley, sidewalk, or parking area. The purpose ofa stabihzed construction entrance is to reduce or elinunate the tracking of sediment onto public rights of way or streets. Reducing tracking of sediments and other poUutants onto paved roads helps prevent deposition of sediments into local storm drains and production of airbome dust. Where traffic wiU be entering or leaving the constraction site, a stabUized constmction entrance should be used, NPDES permits require that appropriate measures be implemented to prevent tracking of sediments onto paved roadways, where a significant source of sediments is derived from mud and dirt carried out from unpaved roads and constmction sites. Stabihzed constmction entrances are moderately effective in removing sediment from equipment leaving a constmction site. The entrance should be buUt on level ground. Advantages of the StabUized Constmction Entrance/Exit is that it does remove some sediment from equipment and serves to channel constmction traffic in and out of the site at specified locations. Efficiency is greatiy increased when a washing rack is included as part of a stabilized construction entrance/exit. Desigh and Layout • Constmct on level ground where possible. I ft Select 5 to 6 in. diameter stones. \y • Use minimum depth of stones of 12 in. or as recommended by soils engineer. • Constmct length of 50 ft minimum, and 30 ft minimum width. • Rumble racks constmcted of steel panels with ridges and instaUed in the stabihzed entrance/exit wiU help remove additional sediment and to keep adjacent streets clean. Provide ample tuming radii as part of the entrance. Limit the points of entrance/exit to the construction site. Limit speed of vehicles to control dust. Properly grade each constmction entrance/exit to prevent mnoff from leaving the constmction site. Route runoff from stabilized entrances/exits tiirough a sediment trapping device before discharge. Design stabihzed entrance/exit to support heaviest vehicles and equipment that wiU use it. Select constmction access stabilization (aggregate, asphaltic concrete, concrete) based on longevity, required performance, and site conditions. Do not use asphalt concrete (AC) grindings for stabUized constmction access/roadway. 2 of 6 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com stabilized Construction Entrance/Exit TC-1 • ff aggregate is selected, place crushed aggregate over geotextile fabric to at least 12 in. depth, or place aggregate to a depth recommended by a geotechnical engineer. A crushed aggregate greater than 3 in. but smaUer than 6 in. should be used. I Designate combination or smgle purpose entrances and exits to the construction site. • Require that all employees, subcontractors, and suppliers utihze the stabilized constmction access. • Implement SE-7, Street Sweeping and Vacuuming, as needed, • All exit locations intended to be used for more than a two-week period should have stabihzed constmction entrance/exit BMPs, Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMPs are under way, mspect weekly during the rainy season and of two-week mtervals in the non-rainy season to verify continued BMP implementation. • Inspect local roads adjacent to the site daUy.' Sweep or vacuum to remove visible accumulated sediment. • Remove aggregate, separate and dispose of sediment if constmction entrance/exit is clogged with sediment. • Keep aU temporary roadway ditches dear. • Check for damage and repair as needed. • Replace gravel material when surface voids are visible. • Remove all sediment deposited on paved roadways within 24 hours. • Remove gravel and fUter fabric at completion of constmction Costs Average annual cost for instaUation and maintenance may vary from $1,200 to $4,800 each, averaging $2,400 per entrance. Costs wiU increase with addition of washing rack, and sediment trap. With wash rack, fcosts range from $1,200 - $6,000 each, averaging $3,600 per entrance. References Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. National Management Measures to-Control Nonpoint Source Pollution from Urban Areas, USEPA Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Nonpoint PoUution in Coastal Waters, Work Group Working Paper, USEPA, April 1992. January 2003 California Stormwater BMP Handbook 3 of 6 Construction www.cabmphandbooks.com r Stabilized Construction Entrance/Exit TC-1 Crushed oggregate greater thon 3' bu.t smoller than 6" Originol /-origin 12 " Min, unless' olnerwise specified oy o soils engineer SFCTION B-B RTS NOTE: j=T Construct seciment barrier and chcnnelize runoff :o Ql sediment'tropping device o I Match Existing Grode Temporary pipe culvert as needed 50' Min or four times the circumference of the largest construction vehicie tire, whichever' is greater PLAN Width OS required to cccomodcte cnticipoted • troffic January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 5 of 6 1 I I l" I I I I " z I L 1 I I I I I I I stabilized Construction Entrance/Exit TC-1 Crushed oggregole greoter thon 3" but smaller thon 6". f Filter fobric f- Criginol / grode L-12" Min, unless olherwise specifed by o soils engineer SECTION'B-B I^IS J Crushed oggregote greoter tl>or 3" bul smoller Hon 6". Corrugoled steel ponels Orig'nol Qfoce 12" Mjn, unless otherwise specified by o soils engineer Filter fabric SECTION A-A NOT'TO SCALE NOTE: Construct sediment "borrier ond chonnelize runoff to sediment tropping device. 171 Z~ N Sediment tropping device u Corrugoted steel ponels A r-B 10' min or OS required to occomodote cnticipoted- troffic, whichever is greoter. 50' nin MotCh Existing Grode or four times the circumference of the lorgest cons:ruction vehicle lire, whichever is grecter PLAN .TTr" 6 of 6 California Stormwater BMP Handbook. Construction www.cabmphandbooks.com January 2003 rz Material Delivery and Storage WM-1 Description and Purpose Prevent, reduce, or ehminate the discharge of poUutants from material dehvery and storage to the stormwater system or watercourses by minimizing the storage of hazardous materials onsite, storing materials in ai designated area, instaUing secondary containment, cpnducting regular inspections, and training employees and subcontractors. This best management practice covers only material dehvery and storage. For other information on materials,, see WM-2, Material Use, or WM-4, SpUl Prevention and Control. For mformation on wastes, see the waste management BMPs in this section. Suitable Applications These procedures are suitable for use at aU constmction sites with delivery and storage of the foUowing inaterials: • SoU stabihzers and binders • Pesticides and herbicides • Fertihzers • Detergents • Plaster • Petroleum products such as fuel, oU, and grease • Asphalt and concrete components Objectives EC SE TC WE NS WM Erosion Contmi Sediment Control Tracldng Control Wind Erosion Control Non-Stomiwater Management Control Waste Management and Materials Pollution Control Legend: Z Prtmary Objective / Secondary Objective Targeted Constituents Sediment Nutrients- Trash Metals Bacteria Oil and Grease Organics • / / / / Potential Alternatives None '•••'•"•A^ CalKornI* t^:i^S\^ Stormwater Quality Auoclatlon January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 1 of 5 1 • WM-1 Material Delivery and Storaqe • Hazardous chemicals such as acids, hme, glues, adhesives, paints, solvents, and curing compounds • Concrete compounds • Other materials that may be detrimental if released to tiie environment Limitations Space limitation may preclude indoor storage. • Storage sheds often must meet buUding and fire tode requfrements. Implementation The followmg steps should be taken^to minimize risk: • Temporaiy storage area should be located away from vehicular traffic. • Material Satfety Data Sheets (MSDS) should be supphed for aU materials stored. • Constmction site areas should be designated for material dehvery and storage. • - Avoid transport near drainage patiis or waterways. • - Surramid witii eartii berms. See EC-9, Earth Dikes and Drainage Swales. - Place m an area which wiU be paved. r&t:ioS^s°a^^^^^^^^ An up to date inventoo' of materials deUvered and stored onsite should be kept. Hazardous materials storage onsite should be minimized. Hazardous materials should he handled as infrequently as possible. During the rainy season, consider storing materials in a coverpdarM , •! • secondary contaimnents such as earthen VhoSuTor evTa CMS w=t, W ' °^ ^ . California Stonmwater BMP Handbook . jan^g 2003 •Construction www.cabmphandbooks.com I z Material Delivery and Storage WM-1 • If drums must be kept uncovered, store them at a shght angle to reduce ponding .of rainwater on the hds to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from coUecting. • Chemicals should be kept in their origmal labeled containers. • Employees and subcontractors should be tramed on the proper material delivery and storage practices. • Employees trained in emergency spiU cleanup procedures must be present when dangerous materials or hquid chemicals are unloaded. • If significant residual materials remain on the ground after constmction is complete, properly remove materials and any contaminated soU. See WM-7, Contaminated Soil Management. If the area is to be paved, pave as soon as materials are removed to stabihze thesoU. Material Storage Areas and Practices ft Liquids, petroleum products, and substances listed in 40 CFR Parts 110,117, or 302 should be stored in approved containers and drums and should not be overfiUed, (Containers and dmms should be placed in temporary containment facihties for storage. ft A temporary containment facihty should provide for a spill containment volume able to contain precipitation from a 25 year storm event, plus the greater of 10% of the aggregate volume of aU containers or 100% of the capacity ofthe largest container withiaj-its boundaiy, whichever is greater. ft A temporary containment facUity should be imp_^rvious to the materials stored therein for a minimum contact time of 72 hours. ft A temporary containment facihty should be maintained free of accumulated rainwater and • spills. In the event of spills or leaks, accumulated rainwater and spiUs should be coUected' and placed into drums. These hquids should be handled as a hazardous waste unless testing detennines them to be non-hazardous. All coUected hquids or non-hazardous hquids should be sent to an approved disposal site. ft Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. • . Incompatible materials, such as chlorine and ammonia, should not be stored in the same temporary containment facihty, • Throughout the rainy season, each temporary containment facUity should be covered during non-working days, prior to, and during rain events, I Materials should be stored in their original containers and the original product labels should be maintained in place in a legible condition. Damaged or otiierwise iUegible labels should be replaced immediately. January 2003 California Stormwater BMP Handbook 3 of 5 Construction www.cabmphandbooks.com WM-1 Material Delivery and Storage ft Bagged and boxed materials should be stored on pallets and should not be aUowed to accumulate on the ground. To provide protection from wind and rain throughout the rainy season, bagged and boxed materials shouldbe covered during non-working days and prior to and during rain events,. I Stockpiles should be protected m accordance witii WM-3, Stockpile Management. • Materials should be stored mdoors withm existing stmctures or sheds when available. • Proper storage instmctions Should be posted at aU-times in an open and conspicuous location. • An ample supply of appropriate spiU clean up material should be kept near storage areas, ft Also see WM-6, Hazardous Waste Management, for storing of hazardous materials. Material Deiiucry Practices • Keep an accurate, up-to-date inventory of material delivered and stored onsite, ft Arrange for employees trained in emergency spiU cleanup procedures to be present when dangerous materials or hquid chemicals are unloaded. Spill Cleanup ft Contain and clean up any spiU immediately. ft. Properly remove and "dispose of any hazardous materials or contaminated soil if significant residual materials remain on the ground after constmction is complete. See WM-7, Contaminated SoU Management ft See WM-4, SpiU Prevention and Control, for spflls of chemicals and/or hazardous materials. Cost • The largest cost of implementation maybe m the constraction of a materials, storage area that is covered and provides secondary containment. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities, WhUe activities associated witii the BMP are under way, inspect weekly during the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation, • Keep an ample supply of spiU cleanup materials near the storage area. • Keep storage areas clean, well organized, and equipped with ample cleanup supphes as appropriate for the materials bemg stored. • Repair-or replace perimeter controls, containment stmctures, covers, and hners as needed to maintain proper function. 4 of 5 California Stormwater BMP Handbook Construction www.cabmphandbooks.com January-2003 Materiai Delivery and Storage WM-1 References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Constmction Related Activities; Santa Clara VaUey Nonpoint Source PoUution Control Program, 1995. (Coastal Nonpomt Pollution Control Program: Program Development and Approval Guidance, Workmg Group Working Paper; USEPA, April 1992. Stormwater Quahty Handbooks - Constraction Site Best Management Practices (BMPs) Manual, State of Califomia Department ofTransportation (Caltrans), November 2000. Stormwater Management for Constmction Activities; Developing PoUution Prevention Plans and Best Management Practice, EPA832-R-92005; USEPA, April 1992. January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com Sof 5 o Concrete Waste Management WM-8 CONCRETE WASHOUT Description and Purpose Prevent or reduce the discharge of poUutants to stormwater from concrete waste by conducting washout offsite, performing onsite washout in a designated area, and training employee and subcontractors. Suitable Appiications Concrete waste management procedures and practices are implemented on constmction projects where: • Concrete is used as a constmction material or where concrete dust and debris result form demohtion activities ft Slurries containing portiand"cement concrete (PCC) or asphalt concrete (AC) are generated, such as from saw cutting, coring, grinding, grooving, and hydro-concrete demohtion ft Concrete tmcks and other concrete-coated equipment are washed onsite • Mortar-mixing stations exist • See also NS-8, Vehicle and Equipment Cleaning Limitations • Offsite washout of concrete wastes may not always be possible. Objectives EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Slonnwater Management Control Waste Management and Materials Pollutkxi Control Z Legend: z Primary Objective • Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None A SO. A California W& stormwater Quality Association January 2003 California Stormwater BMP Handbook Construction www.c8bmphandbooks.com 1 of 7 WM-8 Concrete Waste Management Implementation The foUowmg steps wiU help reduce stonnwater pollution from concrete wastes: ft Discuss the concrete management techniques described in this BMP (such as handhng of concrete waste and washout) with the ready-nux concrete supplier before any deliveries are made. ft Incorporate requirements for concrete waste management into material suppher and subcontractor agreements, • Store dry and wet materials under cover, away from drainage areas. • Avoid mixing excess amounts of fresh concrete, • Perform washout of concrete tmcks offsite orm designated areas only. • Do not wash out concrete tmcks into storm drains, open ditches, streets, or streams, ft Do not allow excess concrete to be dumped onsite, except in. designated areas. • For onsite washout: - Locate washout area at least 50 feet from storm drains, open ditches, or water bodies. Do not aUow runoff from this area by constmctmg.a temporaiy pit or bermed area large enough for hquid and sohd waste. - Wash out wastes into the temporary pit where the concrete can set, be broken up, and then disposed properly. • Avoid creating runoff by draining water to a bermed or level area when washing concrete to remove fine particles and expose the aggregate. ft Do not wash sweepings from exposed aggregate-concrete into the street or storm drain. CoUect and return sweepings to aggregate base stockpile or dispose in the trash. Education • Educate eniployees, subcontractors, and suppliers on the concrete waste management techniques described herein. ft Arrange for contractor's superintendent or representative to oversee and enforce concrete waste management procedures. Concrete Sluing Wastes • PCC and AC waste should not be aUowed to enter storm drains or watercourses. • PCC and AC waste should be coUected and disposed of or placed in a temporary concrete washout facUity. • A sign should be instaUed adjacent to each temporary concrete washout facUity to infonn concrete equipment operators to utilize the proper facihties. 2 of 7 California Stormwater BMP Handbook January 2003 Construction ' www.cabmphandbooks.com 6 Concrete Waste Management WM-8 ft Below grade concrete washout facUities are typical. Above grade facilities are used if excavation is not practical. • A foreman or constmction supervisor should monitor onsite concrete workmg tasks, such as saw cutting, coring, grindmg and grooving to ensure proper methods are implemented. • Saw-cut PCC slurry should not be allowed to enter storm drains or watercourses. Residue from grinding operations should be picked up by means of a vacuum attachment to the grinding machine. Saw cutting residue should not be aUowed to flow across the pavement and should not be left on the surface of the pavement See also NS-3, Paving and Grinding Operations; and WM-10, Liquid Waste Management. ft Slurry residue should be vacuumed and disposed in a temporary pit (as described in OnSite Temporary Concrete Washout FacUity, Concrete Transit Truck Washout Procedures, below) and aUowed to dry. Dispose of dry slurry residue in accordance with WM-5, Sohd Waste Management Onsite Temporary Concrete Washout Facility, Transit TrucTc Washout Procedures ft Temporary concrete washout facUities should be located a minimum of 50 ft from storm drain inlets, open drainage facUities, and watercourses. Each facUity should be located away from constmction traffic or access areas to prevent disturbance or tracking. ft A sign should be instaUed adjacent to each washout facUity to inform concrete equipment operators to utihze the proper facihties. ft Temporary concrete washout facilities should be constmcted above grade or below grade at the option of the contractor. Temporary concrete washout facihties should be constmcted and maintained in siffficient quantity and size to contain aU liquid and concrete waste generated by washout operations. ft Temporary washout fadlities should have a temporary pit or benned areas of sufficient volume to completely contain aU hquid and waste concrete materials generated during washout procedures. ft Washout of concrete tmcks should be performed in designated areas only. ft Only concrete from mixer tmck chutes should be washed into concrete wash out. ft Concrete washout from concrete pumper bms can be washed into concrete pumper tmcks and discharged into designated washout area or properly disposed of offsite. • Once concrete wastes are washed into the designated area and allowed to harden, the concrete should be broken up, removed, and disposed of per WM-5, Sohd Waste Management Dispose ofhardened concrete on aregular basis. • Temporaiy Concrete Washout Facility (lype Above Grade) - Temporary concrete washout facihty (type above grade) should be constmcted as shown on the detaUs at the end ofthis BMP, with a recommended minimum length and January 2003 California Stormwater BMP Handbook 3 of 7 Construction www.cabmphandbooks.com WM-8 Concrete Waste Management minunum width of lo ft, but with sufficient quantify and volume to contain aU liquid and concrete waste generated by washout operations, - Straw bales, wood stakes, and sandbag materials should confonn to the provisions m SE- • 9, Straw Bale Barrier. - Plastic hning material should be a minunum of lo mU in polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. • Temporary Concrete Washout Facihty (Type Below Grade) - Temporary concrete washout facihties (type below grade) should be constmcted as shown on the details at the end of this BlylP, with a recommended minimum length and minimum width of lo ft. The quantify and volume should be sufficient to contain aU hquid and concrete waste generated by washout operations. - Lath and flagging should be commercial type. - Plastic hning material should be a minimum of lO mU polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeabUify of the material. Removal of Temporary Concrete Washout Facilities • When temporary concrete washout facilities are no longer required for the work, the hardened concrete should be removed and disposed of. Materials used to constmct temporary concrete washout facUities should be removed from the site of the work and disposed of. • Holes, depressions or other ground disturbance caused by the removal of the temporary concrete washout facihties should be backfilled and repaired. Costs All of the above are low cost measures. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. WhUe activities associated with the BMP are under way, inspect weekly during the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation. • Temporary concrete washout facihties should be maintained to provide adequate holding capacity with a minimum freeboard of 4 in. for above grade facihties and 12 in. for below grade facihties. Maintaining temporary concrete washout facihties should include removing and disposing ofhardened concrete and returning the facUities to a functional condition. Hardened concrete materials should be removed and disposed of. a Washout facUities must be cleaned, or new facilities must be constmcted and ready for use once the washout is 75% full. 4 of 7 California Stormwater BMP Handbook January 2003 Construrtion www.cabmphandbooks.com r O Concrete Waste Management WM-8 References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater PoUution from Constiuction Related Activities; Santa Gara VaUey Nonpoint Source PoUution Conti-ol Program, 1995. Stomwater Quality Handbooks - Constniction Site Best Management Practices (BMPs) Manual State of Cahfonna Department ofTransportation (Caltrans), November 2000. Stormwater Management for Constmction Activities; Developing PoUution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. California Stormwater BMP Handbook Construction www.cabmphandbooks.com Sof 7 rt WM-8 Concrete Waste Management LATH k FLAGGING ON A.L SIDES- BERM-D M\ Y . Y 10* •MIN • • • u V- • n >- 10 VIIL PLASTIC UMNO PLAN NOT TO SCALE TYPE "BELOW GRADE" 6 0 0 0 0 SANDBAG A i SANDBAG 10 MIL PLASTIC LINING SECTIOX A~A- NOT TO SCALE BERM TWO STACKED 2 X 12 ROUGH WOOJ KKAMt STAKE (TYP) ]0 Wll PLASTIC LINING PLAN NOT TO SCALE T"^PE "ABOVE GRADZ" 10 MIL PLASUC LINING WOOD FRAME SECURELY FASTENED AROJND • ENTIRE: PERIMETER -WITH TWO STAKES SECTION B-B NOT TO SCALE NOTES 1. ACTUAL LAYOUT DETERMIKED N FIELD. 2. IHt CONCKLIb WASHOUl SIGN SHALL BE INSTALLED Wi>IN 30 -FT. OF THI TEMPORARY CUNCKhIt WASHJOl I-ACILMY (j 6 Of 7 Califomia Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 V Z) Concrete Waste Management WM-8 10' MIN 1 1 1 1 1 1 • \ cy. < > • m m m • m m m / . • • 1 1 I 1 1 1- 10 MIL PLASTIC LINING PI AN NOT TO SCALE ' TYPE "ABOVE GRADE' WITH STRAW BAi:ES •STAPLES (2 PER BALE) NATIVE MATERIA • (OPTIONAL) WOOD OR METAL STAKES (2 PER BALE) SECTION B-R NOT TO SCALE -STAK^ (.TYP) B i STAPLE DETAIL -STRAW BALE (TYP) CONCRETE WASHOU' r PLYWOOD ^8" X 24" •PAINTED. WHITE •BLACK LtlfLKS 6 HEIGHT • -WOOD POST 3" X 3" X 8' CONCRETE WASHOUT SIGN DETAIL (OR EQUIVALENT) BINDING WIRE /iiPlVr^L LAYOUT DETERMINED IN FIELD. 2. THE CONCRETE WASHOUT SIGN SHALL BE^ INSTALLED WITHFN ^0 F^TvQF THE TEMPORARY ' CONCRE E WASHOUT FACILITY..' Califomia Stormwater BMP Handbook Construction. www.cabmphandbooks.com 7 of 7 u Sahitary/Septic Waste Management WH-9 Description and Purpose Proper sanitary and septic waste management prevent the disdiarge of poUutants to stormwater from sanitary-and septic waste .by providing convenient, weU-maintained facUities, and arranging, for regular service and disposal. Suitable AppHcations Sanitary septic waste management practices are suitable for use at aU constmction sites that use temporaiy or portable sanitary and septic waste systems. Limitations None identified. Implementation Sanitary or septic wastes should be treated or disposed of in accordance with state and local requirements. In many cases, one contract with a local facUity supplier wiU be aU that it takes to make sure sanitary wastes are properly disposed. Storage and Disposal Procedures ft Temporary sanitary facUities should be located away from drainage facihties, watercourses, and from traffic circulation. W^en subjected to high winds or risk of high winds, temporary sanitary facUities should be secured to prevent overtuming. ft . Wastewater should notbe discharged or buried within the project site. Objectives EC SE TC WE NS WM Erosion Control Sediment Controi Tracldng Control Wjnd Erosion Control Non-Stormwater Management Control Waste Mana9en)ent and Materials Pollution Control Z Legend: Primary Objective / Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria OiT and Grease Organics / Potentia^ Alternatives None ..3 Callfornl* Stormwatrr Quality Axsoclation January 2003 Califomia Stormwater BMP Handbook Construction www.cabmphandbooks.com 1 of 3 ( 1 WM-9 Sanitary/Septic Waste Management • Sanitary and septic systems that discharge directiy mto sanitary sewer systems, where permissible, should comply with the local healtii agency, city, county, and sewer district requirements. I Only reputable, hcensed sanitary and septic waste haulers should.be used. • Sanitary facUities should be located in a convenient location. • Untreated raw wastewater should never be discharged or buried. • Temporary septic systems should treat wastes to appropriate levels before discharging. • If using an onsite disposal system (OSDS), such as a septic system, local health agency requirements must be foUowed. • Temporary sanitaiy facihties that discharge to the sanitary sewer system should be properly coimected to avoid iUicit discharges. ft Sanitary and septic facihties should be maintained in good working order by a hcensed service. • Regular waste collection by a hcensed hauler should be arranged before facilities overflow. Education • Educate employees, subcontractors, and suppliers on sanitary and septic waste storage and disposal procedures. • Educate employees, subcontractors, and suppUers of .potential dangers to humans and the environment from sanitary and septic wastes. • Instmct employees, subcontractors, and supphers in identification of sanitary and septic waste. • Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). • Establish a continuing education program to indoctrinate new employees. Costs AU of the above are low cost measures. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. WhUe activities associated witii the BMP are under way, inspect weekly during the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation. • Arrange for regular waste collection. • If high winds are expected, portable sanitary facilities must be secured with spikes or weighed down to prevent over tuming. 2 of 3 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Sanitary/Septic Waste Manaopmonf vVM-9 References Januar/ 2003 California Stonnwater BMP Handbook Construction www.cabmphandbooks.com 3 of 3